UP PDATE ED DE ETAIL LED P PROJ ECT R REPO ORT

CH

UP

ENAB(A Joint

KW

PDATE

VALLt Venture

WAR HY

DETA

ED DE

EX

EY POe of NHPC

YDROE

(5

JAMMU

AILED P

ETAIL

XECUTI

OWER C Ltd., JK

ELECT

540 MW

U & KAS

PROJEC

LED P

IVE SU

PROJEKSPDC &

TRIC P

W)

SHMIR

CT REP

PROJ

UMMAR

ECTS & PTC Ind

PROJE

ORT

ECT R

RY

DE

PVT. Lia Ltd.)

CT

REPO

ECEMBER

LTD.

ORT

R 2016

Kwar Hydroelectric Project (540 MW) Detailed Project Report

Copyright © 2015 CVPP

“ALL RIGHTS RESERVED. The contents of this Detailed

Project Report are exclusive property of CVPP being

protected under Copyright Laws. Any unauthorized reprint or

use of this material is prohibited. None of the contents in full

or part can be reproduced, transmitted, translated, adapted in

any form or by any means including photocopying, recording

or by any information storage or retrieval system without prior

written permission of Competent Authority of CVPP.”

The

five

V

V

V

V

V

Volu

summ

stud

mech

envir

Volu

mate

facil

Volu

Volu

Volu

In ad

Field

Deta

Cent

neces

for t

Detailed Pr

volumes as

Volume I

Volume II

Volume III

Volume IV

Volume V

ume I comp

mary, stage

dies, power

hanical equi

ronment and

ume II com

erials, cons

lities, project

ume III comp

ume IV comp

ume V compr

ddition to a

ld Investigat

ailed Project

tral Govt. ag

ssary for car

the completio

KWAR HY

roject Repor

below:

- Eng

- Cos

- Hyd

- Site

- Con

prises of eng

e developme

studies, site

ipment, pow

d ecological

mprises of co

truction pr

t organizatio

mprises of hyd

prises of site

rises of deta

bove, an Ex

tions, collect

t Report ha

gencies/depa

rrying out fi

on of this D

YDROELJAM

F

rt of Kwar

gineering

st Estimates

drology

e Investigati

nstruction M

gineering de

ent of Che

e investigat

wer plant,

aspects and

onstruction

rogramme&

on, project c

drology anal

e investigati

ails of constr

xecutive Sum

tion of data

as been comp

artments. Co

field works a

Detailed Proj

LECTRICPMMU & KAS

FOREWO

Hydroelectr

s & Project P

ions & Geol

Materials

etails of the

nab basin,

tion &geolo

electrical &

d economic ev

methodolog

project sc

costs and an

lysis.

ions carried o

ruction mate

mmary has al

a from vario

pleted with

o-operation

and for prepa

ject Report.

Kwar H

PROJECTSHMIR

RD

ric Project h

Planning

logy

e project an

salient fea

ogy, design

&mechanical

valuation.

gy and equi

chedule, inf

nalysis of rat

out and geol

erials.

lso been prep

ous agencies

the coopera

of the vario

aration of D

HydroelectriDeta

T, (540 MW

has been pre

d includes c

atures, hydr

of civil eng

l equipment

ipment plan

frastructure

tes and use r

logy of majo

pared.

and subsequ

ation extend

ous departm

DPR, proved

c Project (54ailed Project

W)

epared by C

chapters on

drology,optim

gineering &

t, estimate

nning, const

and cons

rate of mach

or componen

uent prepara

ded by the S

ments of J&K

d to be of gr

40 MW) t Report

CVPP in

n project

mization

& hydro-

of cost

truction

truction

hinery.

nts; and

ration of

State &

K Govt.

reat help


Executive Summary

i

EXECUTIVE SUMMARY

TABLE OF CONTENTS

CHAPTER - 1 PROJECT SUMMARY

1.0 Introduction

1.1 Power Position – Present and Future

1.2 The Need

1.3 Chenab Basin

1.3.1 Hydroelectric Potential of Chenab Basin

1.4 The Project

1.4.1 Background

1.4.2 Topography & Physiography

1.4.3 Drainage

1.4.4 Hydrology

1.4.5 Geology & Seismicity

1.4.6 Dam and Reservoir

1.4.7 River Diversion Arrangement

1.4.8 Water Conductor System

1.4.9 Power House Complex

1.5 Power Generation

1.6 Cost Estimate & Financial Forecast

1.7 Time Schedule

CHAPTER - 2 SALIENT FEATURES

CHAPTER - 3 ESTIMATE OF COST

3.0 Introduction

3.1 Basis for Estimate

3.2 Cash Flow Statement

3.3 Abstract of Cost


Executive Summary

ii

CHAPTER - 4 HYDROLOGY

4.1 General

4.2 River System and Basin Characteristics

4.3 Water Availability Study

4.4 Reservoir Elevation Area Capacity curve

4.5 Rating Curve

4.6 Design Flood

4.7 Glacial Lake Outburst Flood

4.8 Diversion Flood

4.9 Reservoir Sedimentation

4.10 Analysis of Transient Condition of Upstream & Downstream

Waterway

CHAPTER-5 GEOLOGY

5.0 Introduction

5.1 Field Investigation

5.2 Regional Geology

5.3 Geological & Geotechnical Appraisal of Project Components

5.3.1 Dam

5.3.2 Plunge Pool Area

5.3.3 Diversion Tunnel

5.3.4 Water Conducting System


5.3.6 Tail Race Tunnel

5.4 Reservoir

5.5 Seismicity

5.6 Construction Material

CHAPTER- 6 POWER STUDIES

6.1

6.1.1

Power Supply Demand

On All India Basis


Executive Summary

iii

6.1.2

6.1.3

On Regional Basis

Justification for the Project

6.2

6.3

6.4

6.5

Scheme for Wheeling Evacuating Power

Available Generating Capacity in Region

Future Energy Requirement in Region

Power Supply Position With & Without Project

CHAPTER- 7 OPTIMISATION STUDIES

7.0 Introduction

7.1 Available Inflow

7.2 90% Dependable Year and Net Head

7.3 Installed Capacity

7.4 Annual Energy Generation in 90% Dependable Year

CHAPTER– 8

DESIGN OF CIVIL ENGINEERING STRUCTURES AND

HYDROMECHANICAL EQUIPMENTS

8.1 Introduction

8.2

8.2.1

8.2.2

8.2.3

8.3

8.3.1

8.3.2

8.3.3

8.3.4

8.3.5

Layout Optimization

Introduction

Review of the Project

Conclusion

Indus Water Treaty

Pondage

Minimum Drawdown Level

Power Intake Level

Spillway Crest Level

Free Board

8.4 River Diversion Works


8.4.2 Coffer Dams

8.5 The Dam


Executive Summary

iv

8.5.1 General

8.5.2 Dam Height

8.5.3 Type of Dam

8.5.4 Dam Arrangement

8.5.5 Reservoir

8.5.6 Spillway

8.5.7 Outlet for Environmental Releases

8.5.8 Construction Sluices

8.5.9 Non Overflow Section

8.5.10 Stability Analysis

8.5.11 Energy Dissipation Arrangement

8.5.12 Dam Instrumentation

8.6 Power Dam and Intake

8.7 Pressure Shafts and Penstocks

8.8 Power House

8.8.1 General

8.8.2 Layout of Power House Complex

8.8.3 Power House Cavern

8.8.4 Control Room Cavern

8.8.5 Transformer cum Draft Tube Gate Cavern

8.8.6 GIS Cavern

8.8.7 Access Tunnel to Power House and Transformer Cavern

8.8.8 Adit cum Cable Tunnel

8.8.9 Down Stream Surge Arrangement

8.8.10 Outdoor Pothead Yard

8.9 Tail Race Tunnel

8.10 Tailrace Outlet Works

8.11 Hydro – Mechanical Equipment

8.11.1 General

8.11.2 Diversion Tunnel Gates and Hoists

8.11.3 Construction Sluice Gates and Hydraulic Hoists


Executive Summary

v

8.11.4 Orifice type Spillway Radial Gates, Hydraulic Hoists

8.11.5 Crest type Spillway, Radial Gates & Hydraulic Hoists

8.11.6 Spillway Stoplogs & Gantry Crane

8.11.7 Environment Release Gate and Hoist

8.11.8 Power Intake Gates, Hoists, Intake Bulkhead gate and Gantry crane, Trash Rack & Trash Rack Cleaning Machine

8.11.9 Penstock Steel Liner

8.11.10 Draft Tube Gates and Hoists

8.11.11 TRT Outlet Gates and Rope Drum Hoists.

8.11.12 Instrumentation and Automatic Reservoir Monitoring and Control System

8.11.13 Diesel Generator Set

PLATES PROJECT DRAWINGS

CHAPTER– 9 POWER PLANT, ELECTRICAL & MECHANICAL EQUIPMENT

9.0 Introduction

9.1 Mechanical Equipments

9.1.1 Turbines

9.1.2 Main Inlet Valve

9.1.3 Governor

9.1.4 Power House EOT Cranes

9.1.5 GIS Crane

9.1.6 Transformer Uploading Crane

9.1.7 Auxiliary Systems of The Power Station

9.1.7.a Cooling Water System

9.1.7.b Fire Protection System

9.1.7.c Drainage and Dewatering System

9.1.7.d Heating, Ventilating and Air Conditioning System

9.1.7.e Oil Handling System

9.1.7.f Station Compressed Air System

9.1.7.g Potable Water and Sanitary Services


Executive Summary

vi

9.1.7.h Public Address and Surveillance System

9.1.7.i Elevator

9.1.7.j Workshop

9.1.7.k Testing Equipment

9.2 Electrical Equipments

9.2.1 Generators

9.2.2 Static Excitation System

9.2.3 Bus Duct

9.2.4 Generator Step UP Transformers

9.2.5 Control, Monitoring and Protection System

9.2.6 Auxiliary Power Requirements

9.2.7 11 KV Switchgear

9.2.8 D.C. Supply System

9.2.9 Illumination System

9.2.10 Equipment Grounding

9.2.11 Gas Insulated Switchgear (GIS)

9.2.12

9.2.13

Bus Reactor

400 KV XLPE Cable

9.2.14 400 KV Outdoor Pothead Yard

9.2.15 Power Line Carrier Communication Equipment (PLCC)

9.2.16 Power Evacuation System

CHAPTER-10 ECONOMIC EVALUATION

10.0 General

10.1 Energy Contribution From The Project

10.2 Project Cost

10.3 Fixed And Running Charges

10.3.1 Interest Rate

10.3.2 Return On Equity

10.3.3 Depreciation

10.3.4 Operation And Maintenance Charges


Executive Summary

vii

10.4 Unit Cost Of Energy

CHAPTER-11 CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING

11.0 General

11.1 Diversion Tunnel

11.2 Coffer Dam

11.3 Concrete Gravity Dam

11.4 Intake Structures

11.5 Pressure Shaft

11.6 Power House

11.7 Transformer Cavern, GIS Cavern & DT Gate Hall

11.8 Tail Race Tunnel

11.9 GIS & Pot Head Yard

Annexure – I List of Equipment for Infrastructural Development

Annexure – II Equipment List for Construction Stage

Annexure – III Construction Programme and Project Schedule

CHAPTER-12 ENVIRONMENT AND ECOLOGICAL ASPECTS

APPENDIX – A Letters of clearances of DPR aspects by various

Divisions / Directorates of CEA/CWC, GSI, etc.


Executive Summary

viii

APPENDIX – A – INDEX

Sr. No.

Aspect Directorate/ Division/ Dept.

Date of Clearance

1 Inter State Aspects PA(N), CWC 31.10.2012 2 Hydrology - Water Series Hydrology(N), CWC 27.06.2013 3 Instrumentation Aspects Instrumentation

Dte., CWC 24.10.2013

4 Hydrology - Design Flood & Diversion Flood Hydrology(N), CWC 01.11.2013 5 Glacial Lake Outburst Flood FE&SA, CWC 06.02.2014 6 Power Potential Studies HPA, CEA 16.12.2014 7 Power Evacuation Aspects SP&PA, CEA 05.01.2015

16.03.2015 8 Geological Aspects GSI 15.06.2015

17.10.2016 9 Annual Energy Generation HPA, CEA 22.01.2016

10 E&M – Design Aspects & BOQ HE&TD, CEA 29.01.2016 25.05.2016

11 Construction Power Aspects HPA, CEA 09.02.2016 12 Pondage Aspects (IWT Angle) HPP&I, CEA 10.02.2016 13 Foundation Engineering & Seismic Aspects FE&SA, CWC 30.03.2016 14 Site Specific Design Earthquake Parameters NCSDP / FE&SA,

CWC 07.10.2016

15 Legal Aspects

Legal Div, CEA 10.10.2016

16 Construction Material & Geotechnical Aspects CSMRS, MoWR 19.10.2016 17 Hydel Civil Design Aspects HCD, CWC 19.10.2016 18 Dam Design Aspects CMDD, CWC 20.10.2016 19 Gates Design Aspects /HM Gates & Design

(N&W) CWC 24.10.2016

20 Plant Planning/ Construction Machinery Aspects CMC, CWC 27.10.2016 21 Cost Estimate of E&M Works HPA-I, CEA 27.10.2016 22 Cost Estimate of Civil & HM Works CA(HWF), CWC 31.10.2016 23 Quantities of Civil & HM Works TCD, CEA 31.10.2016 24 Construction Schedule and Phasing of Civil & HM

Cost TCD, CEA 10.11.2016

11.11.2016 25 Phasing of Total Hard Cost HPA-I, CEA 11.11.2016 26 Financial & Commercial Aspects F&CA, CEA 15.11.2016


Executive Summary

CHAPTER –1

PROJECT SUMMARY

Kwar Hydroelectric Project (540 MW) Detailed Project Report Executive Summary

1 -1

CHAPTER – 1

PROJECT SUMMARY

1.0 INTRODUCTION

Kwar H.E. Project is one of the four projects on river Chenab in Distt. Kishtwar,

J&K entrusted to NHPC for detailed investigation and preparation of DPRs by

Central Electricity Authority (CEA) in August, 2004. These projects have been

included in the ranking studies done by CEA and pre-feasibility reports (PFR)

have been prepared by WAPCOS under 50,000 MW hydro initiative by the

Hon’ble Prime Minister.

After detailed discussion during various meetings under CEA and Ministry of

Power (MOP), Govt. of India it was decided that low tariff hydroelectric schemes

should be taken up for detailed investigation and preparation of DPRs. CEA had

classified the schemes into A-1, A-2 and A-3 categories. The classification of

schemes are based on decision taken during the meeting held by Secretary

(Power) on 23.03.2004 as under.

Scheme to be directly taken up for implementation in central sector-“A-1”

Category.

Schemes for which PFR have been prepared by those agencies which are

also involved in execution of the projects (e.g. NHPC, NEEPCO etc.). Such

agencies could be offered projects for making DPRs- “A-2” Category.

The projects for which PFRs have been prepared by those consultants who

are not involved in implementation of the projects (e.g. WAPCOS). The

preparation of DPRs of such projects can be offered to other agencies –“A-3”

Categories.

Kwar H. E. Project has been given to NHPC under “A-2” category.

As per pre-feasibility report prepared by WAPCOS , Kwar H.E. Project, a run-of-

river scheme located in Tehsil Kishtwar, Distt. Kishtwar (erstwhile Doda district)


1 -2

of J&K envisages construction of a concrete gravity dam 68 m high across river

Chenab at village Kandni, a 4.3 Km long HRT of 12.0 m dia., one no surge shaft

of 25 m dia, four no. pressure shafts 90 m long & 5.4 m dia, a surface

powerhouse at right bank of river Chenab near village Kwar to accommodate 4

units of 80.00MW each and a tail race channel of 75 m length of size 12.0m for

discharging the water back into the river course.

The stage-I clearance of the project was obtained from Ministry of Environment

& Forest (MOEF), Govt. of India by NHPC in the month of March, 2005 as per

layout decided by WAPCOS. However when detailed survey and investigation

works were taken up by NHPC, it was found that layout of the project needed

some modifications based on ground survey as well as feasibility of the project.

Subsequently request has been made by NHPC during December, 2005 for

stage-II clearance from MOEF.

Features of the project have been slightly modified vis-a-vis proposal of

WAPCOS. Dam location has been shifted downstream, power house was also

brought adjacent to dam site and dam height (from deepest foundation) has

been increased from 68m to 109m, surface powerhouse has been changed to

underground powerhouse.

1.1 POWER POSITION – PRESENT AND FUTURE

Power is a critical infrastructure for economic development and improving quality

of life. Since independence power generation has taken great strides and

increased almost 200 times from a mere 1362 MW in 1947 to 2,78,733MW as on

Sep’2015. The demand for power has primarily been fuelled by the fast track

industrialization and growing commercial use of energy. But despite outstanding

achievements in terms of capacity addition, the supply has not been able to keep

pace with the demand. The major concern for Indian economy is to cope up with

the increasing power demand vis-à-vis supply. Apart from this (energy & peak

shortage), issues like adverse hydro: thermal mix, grid instability, frequency

fluctuation etc. are other major concerns affecting the power sector of the

country.


1 -3

Hydro share percentage in the total installed capacity which peaked to 50.62%

during 1963 stands only at about 15.2% presently. Considering the fact that

hydro-power is renewable, pollution free, environment friendly, has decreasing

trend in tariff and inherits several technical advantages, it becomes the most

sought after alternative form of power and energy security for the future.

As per the estimate by CEA, hydro-power-potential has been assessed during

the period 1978-87 as 84044 MW at 60% load factor corresponding to about

1,50,000 MW of installed capacity. Against this, only 41,997 MW of hydro

potential has been developed till Aug’2015. Out of the total assessed hydro-

power potential, Chenab basin contributes 5932 MW at 60% load factor.

Recognizing the importance of hydro-power, Govt. of India has taken several

initiatives over last decade or so for accelerated development of hydro-power.

These include Hydro Policy of 1998, Ranking Studies by CEA, three stage

clearances for hydro projects, 50000 MW hydro initiative, preparation of DPRs of

low tariff hydro power stations etc.

1.2 THE NEED

Over the years demand for power has outpaced its supply which has become a

major concern for the Indian economy. Energy and peak demand shortages in

the country during 2014-15 (Sep’ 2015) stand at 3.2% and 3.2% respectively.

Another important concern is the excessive dependence on conventional

resources for power generation. Out of total installed capacity of 278733 MW,

194199 MW (70%) is being contributed from thermal sources, 42283MW

(15.2%) from hydro- power, 5780MW (2.1%) from nuclear sources and 36470

MW (13%) from renewable sources. Thus there is less percentage of hydro-

power in the system than the optimal level (40%).

In view of inadequate power supply position, other technical constraints arising

out of excessive dependence on thermal power and multiple techno-economical-


1 -4

environmental superiority offered by hydro-power, it makes perfect case for

capacity addition of hydro-power through its accelerated development.

Based on the capacity addition programme, anticipated power requirement of

the region in the year 2014-15 to 2020-21 is as under:

Power Position of Regional Grid

(Without Kwar H E Project)

Thus from the above projected power & energy shortages for Region, the need

for 540 MW Kwar H. E. Project assumes significance.

1.3 CHENAB BASIN

Kwar H.E. Project is located on river Chenab which originates in Lahaul and Spiti

area of Himachal Pradesh. After flowing through Pangi valley in Himachal

Pradesh, the river enters into the Paddar area of Doda district of J&K. The river

flows between steep cliffs and lower hills before entering Pakistan. Important

tributaries include Marusudar, Bhut nallah, Bichlari etc. The drainage area of

Chenab basin within the Indian territory is to the tune of 22681 Km2 and is

generally rocky as almost entire river flows through Himalayan ranges. The river

Chenab is perennial and has comparatively better distribution of water flows

because of substantial snowfall and rainfall during the winter months and

continuous flow of water from a number of glaciers.

Due to the above features, the river has a high hydro- potential.

Northern Region 12th Plan 13th Plan

2014-15 2015-16 2016-17 2017-18 2018-19 2019-20 2020-21

Installed Capacity MW 71031 78426 83220 87692 92566 93587 93587

Peak availability MW 47642 54137 55817 58817 62086 62771 62771

Peak requirement MW 51977 54329 60934 65686 70276 75238 80620

Peak Surplus(Deficit) MW -4335 -192 -5117 -6869 -8190 -12467 -17849

Peak Surplus(Deficit) % -8.3% -0.4% -8.4% -10.5% -11.7% -16.6% -22.1%

Energy availability MU 311589 354540 365058 384675 406055 410534 410534

Energy requirement MU 332453 355794 422498 454897 485914 519260 555214

Energy Surplus(Deficit) MU -20864 -1254 -57440 -70222 -79859 -108726 -144680

Energy Surplus(Deficit) % -6.3% -0.4% -13.6% -15.4% -16.4% -20.9% -26.1%


1 -5

1.3.1 Hydroelectric Potential of Chenab Basin

As per the studies done by CEA, the total hydro-power potential of Chenab basin

is estimated at 5932 MW at 60 % load factor (corresponding to 11318 MW of

installed capacity). Major hydroelectric projects executed /under execution/

under investigation so far in the basin are as under-

Scheme River Capacity

Salal (Stage-I & II) Chenab 690 MW

Sawalkot Chenab 1856 MW

Baglihar (Stage-I & II) Chenab 900 MW

Ratle Chenab 850 MW

Dulhasti Chenab 390 MW

Dulhasti-II Chenab 550 MW

Kwar Chenab 540 MW

Kiru Chenab 624 MW

Kirthai -I Chenab 390 MW

Kirthai -II Chenab 930 MW

Barinium Chenab 240 MW

Bursar Marusudar 800 MW Pakal Dul Marusudar 1000 MW

1.4 THE PROJECT

1.4.1 Background

Kwar H.E. Project is one of the four projects on river Chenab in Distt. Kishtwar,

J&K entrusted to NHPC for detailed investigation and preparation of DPRs by

CEA in April, 2004.

The stage-I clearance from MOEF of the project was obtained by NHPC in the

month of March, 2005 as per layout decided by WAPCOS. However when

detailed survey and investigation works were taken up by NHPC it was found

that layout of the project needs some modification based on ground survey as


1 -6

well as feasibility of the project. Subsequently request has been made by NHPC

during December, 2005 for stage-II clearance from MOEF.

Main components of the project are as under:

A 109 m high (above deepest foundation), 195 m long (at top) Concrete

gravity dam.

U/s & D/s coffer dams (rock fill with central clay core).

1 no. 9.5 m dia. horse shoe shaped diversion tunnel of length of 685m.

Reservoir with gross storage of 27.167 M.cum at FRL & 9.16 M.cum at MDDL

and having reservoir area at FRL 0.8 Km2.

4 nos. Power Dam Intakes with gate arrangement.

4 nos. 5.65 m internal dia underground circular steel lined penstocks/pressure

shafts with vertical length varying from 54 m to 93 m and total length

(excluding vertical) varying from 108 m to 182 m.

An underground power house of cavern size 140.00 m x 23.30 m x 50.0 m to

accommodate 4 units of 135 MW each.

2 nos. 9.50 m dia horse shoe shaped concrete line TRT’s of lengths 2786 m

and 2963 m.

The proposed site for the construction of dam is located near village Padyarna,

in Distt. Kishtwar. The average river bed level at dam site is about EL 1290m.

Corresponding to an FRL of 1385.0 m, the gross storage of the reservoir is

27.167 Mcum and area under submergence is 0.8 Km2 .

Underground powerhouse is proposed on the right bank of the river near village

Padyarna. The water from the reservoir would be taken to powerhouse through

pressure shafts/ penstocks and discharged through tail race tunnels (TRT) back

into the river course.

1.4.2 Topography & Physiography

The project area lies in the inner lesser Himalayas which encompasses steep,

rugged terrain. The prominent geomorphic features include U- and V-shaped


1 -7

valleys, interlocking spurs, ridges, saddles and river terraces. The narrow

valleys bounded by high ridges open out in their upper glacial parts. Slopes are

very steep due to which the rockfall occurs at certain points often under the

effect of gravity. The altitude of the area varies from about 1250m to very high

mountains. There are plentiful of grazing lands on the upper reaches of high

mountains. A number of meadows and pastures on the uplands are well known.

The vegetation is dominated with conifers. The local/ Gujjar population have

extended their settlements in forests at high reaches.

Rocks are strongly folded at certain places and are mainly composed of granite,

gneiss, schist, quartzite and phyllite. Some hot springs along river course have

been observed in the area from where the water is emerging from the earth in its

natural form.

1.4.3 Drainage

The river Chenab enters Kishtwar at Sansari in Paddar area of J&K from

Himachal Pradesh. It is joined by major tributary Bhut nallah at Arthal (EL 1785

m). Subsequently it is joined by the largest tributary Marusudar river at

Bhandarkot (EL 1100 m). Further down the river is joined by its tributaries

Bichlari and Ans river on its right. From its origin in Baralacha pass in Lahul Spiti

(Himachal Pradesh) to Akhnoor (Jammu), the river traverses about 585 Kms and

drops by 5340 m. The local area drained by the river up to international border

with Pakistan is 22681km2 out of which 4662 Sqm are under glaciers.

1.4.4 Hydrology

The catchment area of river Chenab up to dam site of the project is estimated as

10325 km2. It lies between Latitude 320 06'N to 330 39’ N and Longitude 750 55'

E to 770 48' E. Average annual rain fall is 838 mm at Benzwar/1000 mm for the

entire basin.

1.4.5 Geology and Seismicity

Geologically the project area lies within inner lesser Himalayan belt under

Kishtwar group of rocks. All the project components viz. dam & powerhouse are


1 -8

housed in competent gneissose granite except tail race tunnel and part of

diversion tunnel, which lies in incompetent phyllite rocks.

The proposed concrete gravity dam (109 m above deepest foundation level) is

placed in the ‘U’ shaped valley where the dam foundation and abutments shall

be on strong granites. Interestingly, the bedrock is exposed along the river

channel at dam site at many places which indicate very shallow overburden

depth in the active river channel section.

Some open valley dipping joints are observed on the right bank at upper level

drifts. Based on the drift logs stripping limit varying from 3.51m to 13.25m is

proposed for right abutment to abut the dam with sound & fresh rock. Apart from

this adequate grouting shall also be required considering shearing and

fracturization of rockmass as observed in the drifts. However, shear

seams/zones would be suitably treated with dental excavation/treatment and

duly backfilled with richer grade of concrete during actual excavation of dam

foundation and abutment.

Based on the drift logs and some engineering considerations, the stripping limit

varying from 2.30m to 25.96m is proposed for left abutment to abut the dam with

sound & fresh rock. The permeability values in the bedrock vary from 4 to 26

Lugeon. This necessitates provision of adequate grouting to minimize seepage

path below dam foundation.

The water conductor system comprises 4 nos. pressure shafts/penstocks to feed

powerhouse. All the structure viz. Intake, Pressure shaft etc, shall be housed in

competent granites. However, in case of intake structure some stripping due to

open joints may be required to abut the structure in sound rock.

Considering all geotechnical characteristics of rock mass, the pressure shaft is

anticipated to negotiate through Class-I 10%, Class-II 50%, Class-III 30%, &

Class-IV 10% as per RMR classification.


1 -9

The underground powerhouse complex having installed capacity of 540MW

consist 140m x 23.3m x 50m machine hall and 116m x 17m x 16m transformer

hall caverns, connecting through bus bar gallery etc. An underground power

house is proposed on right bank in a sub vertical rocky cliff.

Though, dry to moist conditions are observed in exploratory drifts on right bank,

but deeper inside possibility of seepage in powerhouse is anticipated due to well

jointed nature of rock and surface charging from nearby nalas through open

joints. Thus, provision of suitable mitigation measures are foreseen to control

seepage into the machine hall.

The powerhouse cavern, in general, shall be in good to fair class of rock with

random pockets of poor rock.

The twin tunnels are anticipated to be mainly in phyllitic rocks (around 90%)

however quartzitic bands within phyllite-quartzite sequence and intrusive granitic

rocks may appear in the initial part from PH side. An old slide scar has been

observed on right bank near the TRT outlet and slide material is lying at the river

bed following the rock profile. As such broad estimation regarding the tunneling

media has been made and the same has been classified as 50% in class III –

Fair rock, 30% class IV – Poor rock and 20% class V – Very poor rock.

Considering the difficulties during excavation at various structures, adequate

provisions of rock supports has been kept in the cost estimate.

This dam shall create a 6.7 km long reservoir up to outlet of TRT of Kiru Project.

The full reservoir level (FRL) has been proposed at EL 1385M having 0.8 sq km

area. Right bank of the river is almost rocky (80% touching rock) whereas left

bank shall be touching partly overburden (50%) and partly rock outcrops (50%).

Major part of the reservoir rim shall be in contact with bedrock comprising of

gneissose granite and phyllite-quartzite sequence. The topography & river

course is generally found structurally controlled. Overall, the reservoir rim

appears to be safe from geo-environmental consideration (except some part of


1 -10

rim on left bank near village Galhar) with no possibility of reservoir leakage. No

economic mineral within reservoir periphery has been reported till date.

The project area falls in Zone-IV of Seismic Zoning map of India which

corresponds to high seismically active area. Site Specific Design Earthquake

Parameters study has been carried out by DEQ, IIT Roorkee, 2007. The PGA

value recommended for MCE & DBE was 0.31g and 0.16g respectively based

on above study. Further, Department has also suggested αh=0.17 and αv=0.11.

However, updated and modified report on Site Specific Design Earthquake

Parameters study has been carried out by DEQ, IIT Roorkee, 2016 and the

recommended PGA values for the MCE and DBE conditions are estimated as

0.50g and 0.28g for horizontal component and 0.33g & 0.19g for vertical

component. The recommended values for αh=0.16 and αv=0.11.

Dam height being 109m i.e. greater than 100m, MEQ studies were undertaken

within a radius of 50km of the dam site by Wadia Institute of Himalayan Geology

(WIHG) as per NCSDP guidelines.

Accordingly, Six (6) Broad band seismographs were installed for continuous

recording of six months from June 2015-Dec. 2015.

The site specific seismic design parameter study report along with the MEQ

study report was submitted to NCSDP. NCSDP in its 31st meeting held on 23rd

June 2016 approved the response spectra and seismic design parameters of the

project.

1.4.6 Dam and Reservoir

Reservoir will be formed by construction of a 109 m high (from deepest

foundation level) concrete gravity dam. Broad feature of the reservoir shall be as

under-

Dam top EL 1387 M

Full reservoir level EL 1385 M


1 -11

Gross storage up to FRL 27.167 M cum.

Gross storage at MDDL 9.16 M cum.

Type of Dam Concrete gravity dam.

Deepest Foundation Level El 1278 M

Height of Dam 109 M from deepest foundation level

Length of Dam at top 195 M

1.4.7 River Diversion Arrangement

River diversion arrangement comprises of one number diversion tunnel horse-

shoe shaped of dia 9.5m and length 685m; and the upstream and downstream

coffer dams. The proposed diversion arrangement is designed for a flood

discharge of 1041cumec (return period of 1 in 25 years non-monsoon).


4 no. power dam blocks with one intake each have been provided to lead the

water through 4 no, 5.65 m dia underground circular steel lined penstocks to the

Power house and the water shall be discharged back to the river through 2 no

9.5 m dia horse shoe shaped TRTs of lengths 2786 m and 2963 m.


The underground powerhouse is located on right bank of river Chenab near

village Padyarna. It will have an installed capacity of 540 MW (4 generating units

of 135 MW each). Power House cavern is 140 m x 23.30 m x 50 m and

transformer cavern is 116 m x 17 m x 16 m.

1.5 POWER GENERATION

The power generation and the optimization of Kwar H.E. Project has been made

based on long series of available hydrological data with the objective of

maximum utilization of the available inflow within economical limits. The

observed discharge data for the 90% dependable year have been used as the


1 -12

basis for carrying out the optimization studies. The project shall generate

1975.54 MU power in 90% dependable year with 95% machine availability.

1.6 COST ESTIMATE AND FINANCIAL FORECAST

The project has been estimated to cost Rs. 4949.24 crores including IDC of

Rs.532.21 crores at April 2016 price level. The unit cost of energy at Bus Bar (Ist

Year), considering return on equity of 16.5% based on generation in 90%

dependable year works out to Rs. 6.21 per unit at April 2016 price level.

The levelised tariff at Present Day Cost at April 2016 price level works out to be

Rs.5.77 per unit considering 12% free power to home state & 1% free power

towards Local Area Development Fund.

1.7 TIME SCHEDULE

The project is proposed to be completed in a period of 54 months after accord of

Government sanction. Infrastructural facilities shall be developed concurrently

with the process of obtaining various govt. clearances.


Executive Summary

CHAPTER –2

SALIENT FEATURES


2-1

CHAPTER-2

SALIENT FEATURES

LOCATION State : Jammu & Kashmir District : KishtwarRiver : ChenabLatitude : 33o 21’ 01” N Longitude : 75o 53’ 39” ELocation of Dam : Near village Padyarna Location of Power House : Right Bank Of River Chenab near

village PadyarnaNearest Rail head : Udhampur Nearest Airport : Jammu HYDROLOGY Catchment area at diversion site : 10325 Sq km Design Flood (PMF) : 10534 cumecGLOF : 620 cumecLocation of Catchment Latitude : 32o 06' N to 33o 39' N Longitude : 75o 55' E to 77o 48' E Average annual rainfall : 838 mm Average annual Yield : 12949 McumMaximum Temperature : 43oC Minimum Temperature : -0.5oC RESERVOIR Full Reservoir Level (FRL) : EL. 1385.0 mMaximum Water Level (MWL) : EL. 1385.0 mMDDL : EL. 1372.0 mGross storage at FRL : 27.167 McumLive Storage : 9.16 McumReservoir area at FRL : 0.8 Sq KmLength of Reservoir : 6.7 km DIVERSION TUNNEL No., Diameter & Shape : 1 no., 9.5 m, Horse-shoe shapeLength : 685 mDiversion Discharge : 1041 cumec (1 in 25 years, non-

monsoon)Invert Level at Entry : EL 1293 m


2-2

Invert Level at Exit : EL 1285 mDiversion Tunnel Gate : 2 Nos. Vertical Lift gate Size of Opening : 2 Nos. 3.94 m x 9.5 m Gate Operating Platform Level : EL. 1336 m COFFER DAMS Type : Rock fill with central clay coreTop of upstream coffer dam : EL 1315.00 mTop of downstream coffer dam : EL 1292.00 m DAM Type : Concrete gravity Dam Dam Top : EL 1387 m FRL : EL 1385 mDam height (above river bed level / deepest foundation level)

: 101 m / 109 m

Length of dam at top : 195 m

SPILLWAY Type : Orifice & Crest type Design Discharge : 10534 cumec

No of bays(Orifice type) No of bays(Crest type)

: : :

4 Nos. of Orifice Spillway of 9.5m x 13.8m at EL. 1330.0m 1 No. of Crest Spillway of 9.5m x 17.0m at EL. 1368.0m.

Width of Orifice spillway block : 64.0 m Width of Crest spillway block : 16.0 m

ENERGY DISSIPATION ARRANGEMENTType : Ski-jump bucket with preformed

plunge pool

OUTLET FOR ENVIRONMENTAL RELEASE Design Discharge i) For lean period (Dec– mar.) ii) For Peak flow period(Jun-Sep) iii) Remaining four months

: : :

16.49 cumec 74.09 cumec 16.79 cumec

Size of Gate : 2.6 m (W) x 2.0 m (H) Crest Level : 1369.90 m


2-3

CONSTRUCTION SLUICE Nos. & Size of Opening : 4 nos. 3.1 m x 5.0 m Invert Level : EL 1300 mLength : 128 m POWER DAM INTAKE Number : 4 Nos.Design Discharge (Per Intake) : 145.07 cumec Size of Opening : 5.65 m x 5.65 m Invert Level : EL. 1359.20 mC/L of Intake : EL. 1362.025 m Trash Rack size : 15 m x 32.70 m PRESSURE SHAFT / PENSTOCKSPressure Shaft No & Type : 4 nos. Underground circular steel

lined Dia. : 5.65 m (Internal) Vertical Lengths : PS-1=54 m, PS-2=67 m,

PS-3=80 m, PS-4=93 m Total Length (excluding vertical) : PS-1=182 m, PS-2=156 m,

PS-3=131 m, PS-4=108 m Design Discharge (each Penstock) : 145.07 cumec Velocity (Penstock) : 5.78 m/s POWER HOUSE COMPLEX Type : UndergroundInstalled capacity : 540 MW (4 x 135MW) Type of Turbine : Francis verticalTurbine Centre line : EL 1245.55 m Power House Cavern : 140 m x 23.3 m x 50 m Control Room Cavern : 40 m x 15 m x 28.8 m Rated Head : 103.1 mDesign Discharge (Per Unit) : 145.07 cumec SURGE ARRANGEMENT, TRANSFORMER/ GIS CAVERNS & DRAFT TUBE GATE HALLSurge Arrangement : Combination of individual (gate)

shafts and surge galleries Size : 4 Nos. shafts of size 5.4 m x 7.5 m

and 2 Nos. galleries 10.4 m horse-shoe shaped and length 750 m each

Draft Tube Gate Opening Size : 7 m x 7 m


2-4

Transformer Cavern Top Level : EL 1325.00 m Bottom Level : EL 1310.00 m Size : 116.0 m x 17 m x16 m Size of GIS Cavern : 65 m x 15 m x16 m

TAILRACE TUNNEL No. & Type : 2 nos, Concrete Lined Dia. & Shape : 9.5 m, Horse –shoe shaped Design discharge : 580.28 cumecVelocity : 3.87 m/secLength- : TRT-1 : 2786 m TRT-2 : 2963 m Adit to TRT : 560 m , Portal at EL 1300.00 m OUTLET STRUCTURE Number : 2 nos. Invert Level : EL 1265.00 m Weir crest level : EL 1266.50 mNormal TWL(All units Running) : EL 1269.90 mMin. TWL(One unit Running) : EL 1267.32 mMax. TWL (At PMF) : EL 1291.80 mDeck level of the structure : EL 1293.00 m POTHEAD YARD Type : OutdoorSize : 150 m x 35 m Elevation : EL 1315.00 m POWER GENERATIONInstalled capacity : 540 MW Annual Energy Generation in 90% dependable year

: 1975.54 MU

COST ESTIMATE Project cost : Rs.4949.24 Crores at April’2016PLCost of Generation at Bus Bar/Unit

: Rs. 5.77


Executive Summary

CHAPTER –3

ESTIMATE OF COST


3-1

CHAPTER - 3

ESTIMATE OF COST

(Equity upfront)

3.1 INTRODUCTION

A summary of the Cost Estimate, including direct and indirect charges for

the Civil and Generation work is provided on page 5-6 under heading

‘Abstract of Cost’. The proposed cash flow for the Project is provided in this

Chapter.

3.2 BASIS FOR ESTIMATE

GENERAL

The Cost Estimate of Kwar H.E Project has been prepared broadly on the

basis of “Guidelines for Formulation of Detailed Project Reports for Hydro

Electric Schemes, their Acceptance and Examination for Concurrence”, New

Delhi, April 2012 (Revision 3.0) and “Guidelines for preparation of Project

Estimate for River Valley Projects” (Second Edition, March 1997, CWC)

Published by CWC, New Delhi. The experience gained during preparation of

Cost Estimates of other projects has also been utilized to arrive at the

realistic cost of the project.

I- WORKS

Under this heading, provision has been made for various components of the

Project as detailed hereunder.

A- PRELIMINARY

Under this heading, provision has been made for surveys and investigations

to be conducted to arrive at the optimum of the project components.


3-2

B- LAND

This covers the provision for acquisition of land and compensation for

houses and other properties etc including expenditure incurred for the same

till date.

C- WORKS

This covers the cost of Diversion Tunnel, Coffer and Concrete Dam, Plunge

Pool for Kwar H.E. Project along with associated Hydro-mechanical Works.

J- POWER PLANT CIVIL WORKS

This covers the cost of project components viz Intake Structure, Pressure

Shaft Penstock & PS Adit, Underground Power House, Tail Race Tunnel,

Tail Race Tunnel Outlet, Pot Head Yard and other appurtenant works.

The quantities indicated in the estimates for C - Works & J-Power Plant Civil

Works are calculated from the preliminary engineering drawings and as per

experience of other on-going or commissioned projects. A provision of 5%

has been made for contingencies and the work charged establishment.

The unit rates for various items are based on Central water Commission

norms and worked out at current market rates. The details of items and the

supporting analysis are given in Chapter-6 of Volume-II of DPR.

K- BUILDINGS

Buildings, both residential and non-residential have been provided under this

head. Included under the permanent category are all those structures which

will be subsequently utilized during the operation and maintenance of the

project utilities. The costs are worked out on plinth area basis prevalent in

the area for the type of construction involved.

O- MISCELLANEOUS

Under this head, provision has been made to cover the cost of the following

miscellaneous works.


3-3

a) Capital cost of electrification, water supply, sewage disposal, fire fighting

equipments etc.

b) Repair and maintenance of electrification, water supply, sewage

disposal, medical assistance, recreation, post office, telephone and

telegraph office, security arrangements, fire fighting, inspection vehicles,

schools, transport of labour etc.

c) Other services such as laboratory testing, R&M of guest house and

transit camps, community center, retrenchment compensation,

photographic instruments as well as R&M charges etc.

P- MAINTENANCE DURING CONSTRUCTION AND Y-LOSSES ON

STOCK

A provision of 1% and 0.25% of C-Civil works, J-Power Plants, K-Buildings &

R-Communications has been made for maintenance of works during

construction period and losses on stock respectively.

Q-SPECIAL TOOLS AND PLANT

This provision under this head has been made to cover the residual value of

the equipment to be used for infrastructure works only i.e. capital cost of the

equipment less the credit due to resale or transfer of equipment and life of

machinery used in works. For this purpose, the provision for the machinery

likely to be used in infrastructure works (like buildings, roads etc.) excluding

inspection vehicles has been taken as 25% of their value and for inspection

vehicles, 100% of the cost has been booked under this head

R-COMMUNICATION

Provision under this head covers the cost of construction/improvement of

roads and strengthening of bridges. The road widths have been planned to

cater to the anticipated traffic including movement of heavy trailers. The

costs of roads and bridges are based on the present rate structure for the

type of construction involved.


3-4

X-ENVIRONMENT AND ECOLOGY

Provision towards Bio-diversity Conservation, Creation of Green belt,

Restoration of Construction Area, Catchment Area Treatment,

Compensatory Afforestation etc. and Disaster Management Plan have been

made under this head as per EIA & EMP report.

ELECTRICAL WORKS AND GENERATING PLANT

The cost of generating plant and equipment is based on average of awarded

cost of last three NHPC’s Projects awarded having similar rating and

escalating the same at DPR price level. The prices of auxiliary equipment

and services are based on prevailing market prices/costs incurred at other

ongoing or commissioned projects. The switchyard equipments are based

on prevailing market costs. Taxes, duties and transport to site are based on

prevailing prices. Erection and commissioning charges have been estimated

as experienced on similar installations in the country.

A provision of 1% contingencies covering variations in the quantity of

equipment and services has also been made.

II-ESTABLISHMENT

Provision for establishment has been made as per “Guidelines for

Formulation of Detailed Project Reports for Hydro Electric Schemes, their

Acceptance and Examination for Concurrence”, New Delhi, April 2014

(Revision 3.0) for Civil works and Generation works respectively.

III-TOOLS AND PLANTS

This provision is distinct from that under Q-Special T&P and is meant to

cover cost of survey instruments, camp equipment and other small tools and

plants. A provision of Rs. 2 crores has been provided as per new guideline.


3-5

IV-SUSPENSE

No provision has been made under this head as all the outstanding

suspense are expected to be cleared by adjustment to appropriate heads at

completion of the Project.

V-RECEIPTS AND RECOVERIES

Under this provision, estimated recoveries by way of resale or transfer of

equipment used in infrastructure works, DG sets and transformers used for

generation of construction power and temporary buildings are provided.

SECURITY

A separate provision of Rs. 75.22 crores has been kept as per the

requirement of the project throughout the construction period.

3.2 CASH FLOW STATEMENT

The proposed cash flow at April’ 2016 Price Level excluding interest during

construction will be as follows:

Year Civil Works Electrical

works

Security Total

(Rs. in Crores)

Expenditure up

to January-

2018

164.39

164.39

1 458.74 .10 18 476.84

2 890.30 252.61 18 1160.91

3 1089.77 404.71 15.69 1510.16

4 653.11 279.93 15.69 948.73

4.5 18.16 104.04 7.84 130.04

Total 3174.45 1104.38 75.22 4391.05


3.3 ABSTRACT OF COST

S.No Description Amount (Rs. In Crores)(April'16 PL)

A CIVIL WORKS1 DIRECT CHARGES

I - WorksA - Preliminary 18.91B - Land 87.05C - Works 1339.93J - Power Plant Civil Works 1251.00K - Buildings 80.09O - Miscellaneous 33.25P - Maintenance During Construction 27.42Q - Special Tools and Plants 1.61R - Communication 70.76X - Environment and Ecology 93.86Y - Losses on Stock 6.85 TOTAL OF I - WORKS 3010.74 II - Establishment 206.38

III - Tools and Plants 2.00

IV - Suspense

V- Receipt & Recoveries -4.96TOTAL DIRECT CHARGES 3214.15

2 INDIRECT CHARGESI - Capitalised Value of Abatement of Land Revenue 0.18 (5% of Cost of Culturable Land)

II - Audit & Accounts Charges (0.25% of I - Works) 7.53TOTAL INDIRECT CHARGES 7.71TOTAL CIVIL WORKS 3221.86

B ELECTRICAL WORKS 1041.38

TOTAL COST (CIVIL + ELECTRICAL) 4263.24SECURITY 75.22Expenditure incurred by NHPC Ltd 52.59TOTAL COST (CIVIL + ELECTRICAL+SECURITY) 4391.05INTEREST DURING CONSTRUCTION 532.21(AT DEBT : EQUITY = 70 : 30)FINANCING CHARGES 25.98TOTAL COST INCLUDING IDC & FINANCING 4949.24

F/CEG/751/02/01

3 -6


Executive Summary

CHAPTER –4

HYDROLOGY


4-1

CHAPTER 4

HYDROLOGY

4.1 GENERAL

Kwar Hydroelectric Project is a run-of-river type development scheme, planned

across Chenab river, near Padyarna village in Kishtwar district of Jammu region.

The entire project area is located in a highly mountainous and difficult terrain of

Kishtwar Tehsil. The project envisages construction of 109 m high concrete

gravity dam across Chenab River. At Full Reservoir Level (EL 1385 m) the

reservoir storage is 27.17 Mcum and reservoir surface area is 0.8 Sq.km. Length

of the reservoir at FRL is around 6.0 km. Gross storage capacity at MDDL (i.e EL

1372 m) is 18 Mcum and live storage capacity is 9.16 Mcum.

4.2 RIVER SYSTEM AND BASIN CHARACTERSTICS

The Kwar Hydro Electric Project is proposed on the river Chenab. Chenab river is

one of the three main rivers viz. the Indus, the Jhelum and the Chenab which

drains the state of Jammu and Kashmir. It is formed of two streams (namely, the

Chandra and the Bhaga) joining each other at Tandi (EL 2820 m) south of

Keylong, the district head quarter of Lahaul and Spiti in the Himachal Pradesh

State. The streams of Chandra and Bhaga originate respectively from the north

and south faces of Baralacha pass at elevation 4891 m situated in the great

Himalayas of Lahaul region of Himachal Pradesh.

The river flows in a general north-west direction before it is joined by the biggest

of all tributaries, namely the Marau or the Marusudar River at Bhandalkot. The

Marau or the Marusudar river, in turn is formed by the confluence of two major

streams namely the Warwan and the Rin-Nai, rising in the glaciers on the slopes

of Nunkun Peak of the Great Himalayas, and joins at Yurdu. The Chenab takes a

great bend at Bhandalkot changing its north westerly course to a southerly course.

Downstream of this Bhandalkot point, the river is generally known as Chenab, and


4-2

flows almost due south upto Thatri, where it is joined by Kal Nai on the left. The

river then takes a great bend at Thatri changing its course from nearly southerly

direction to almost westerly direction. The Niru Nakla joins the Chenab from the

left bank at Doda. The Chenab continues to flow in a westerly direction till it is

joined by its tributary Bichlari river on its right at Ramban. The famous Banihal

Pass in the Pir Panjal range is located in the watershed line of this tributary. The

river then runs in a south westerly course. Before it turns south below the famous

Salal loop, the Ans River joins the Chenab river on its right below Kanthan village.

The Chenab river basin is a part of Western Himalayas. At its upper part the basin

is narrow and elongated while it broadens down along the lower part. The upper

portion of the basin is characterised by rugged mountainous topography, whereas

lower basin consists of low hills and aggradational plain. More than 10,000 sq.km.

of the total catchment of Chenab in India remains permanently above snowline.

As about one third of catchment area of Chenab remains perpetually covered by

snow and glaciers, the comparatively high flows between March to June are largely

contributed by snow melting. High discharge in the river between July to

September is further compounded due to monsoon precipitation. The minimum

flow occurs during December, January and February.

The upper catchment is covered with glaciers. The snow line is considered at EL

4500 m. The catchment area of Chenab at Kwar is 10325 sq.km. The rainfed

catchment area is 4692 sq.km whereas snowfed catchment area is 5633 sq.km.

The catchment area of Chenab at Kwar lies between Longitude 75o55’ E to 77o48’

E and Latitude 32o06’ N to 33o39’ N. The proposed dam site lies at Longitude

75o53’39” E and Latitude 33o21’01” N.

4.3 WATER AVAILABILITY STUDY

Kwar H.E. Project is proposed at around 10 km u/s of Dul dam site of Dulhasti

Power Station. Long term average 10-daily series has been developed at Dul dam


4-3

site for the period 1975-2012, which is based on daily discharge data at Benzwar

from 1975-2003 and daily discharge data at Dul dam from 2004-2012. Considering

uniform rainfall pattern, 10 daily average flow series has been estimated at

proposed dam site by transposing the data of Benzwar and Dul dam site in

catchment area proportion. The water availability study was submitted to CWC and

has been duly approved by them. Average annual yield of CWC approved series

(1975-2012) at Kwar dam site is 12949 Mcum.

4.4 RESERVOIR ELEVATION AREA CAPACITY CURVE

Reservoir elevation area capacity curve has been obtained on the basis of

1:10000 scale contour maps @ 10 m interval. The gross capacity of reservoir at

proposed FRL (EL 1385 m) is computed as 27.167 Mcum. The reservoir will

extend up to a distance of around 6 km upstream of the dam site and will have a

surface area of 80 Ha at FRL EL 1385 m. Gross storage capacity at MDDL (EL

1372 m) is 18 Mcum and live storage capacity is 9.16 Mcum.

4.5 RATING CURVE

On the basis of observed G&D data sites and available cross sections, rating

curves have been prepared at different locations.

4.6 DESIGN FLOOD

As suggested by CWC, the flood between Kirthai-1 and Kwar H.E.Project has been

estimated using Flood Estimation report of CWC (Subzone-7) and routed flood of

Kirthai-1 HEP has been added to this flood to estimate design flood at Kwar

H.E.Project. PMF of 10534 cumec has been recommended for design and

planning purposes by CWC.

4.7 GLACIAL LAKE OUTBURST FLOOD

It was suggested by CWC that as around 76 % area is under permanent snow,

GLOF studies may also be carried out. Accordingly a GLOF study was carried out


4-4

and submitted to CWC in Nov 2013. In CWC clearance letter received vide

6/11/2009/FE & SA/94 dated 06.02.2014, it is stated that peak discharge of 620

cumec estimated at dam site, due to GLOF event, is in order.

4.8 DIVERSION FLOOD

The flood frequency analysis has been carried out for non-monsoon flood peaks

(data base 1975-2012) for different working season by Log Pearson type-III

distribution based on modified discharge data after discussions with IWC. The 7.5

months working period (i.e. 1st Oct to 15th May) has been decided for construction.

1 in 25 year non-monsoon flood at mean line is 1021 cumec for this period

whereas maximum observed flood is 1041 cumec for this period. Maximum

observed flood of 1041 cumec is recommended as Diversion flood by CWC.

4.9 RESERVOIR SEDIMENTATION

At Dulhasti Power Station, a sediment rate of 0.224 ham/sq.km/year has been

adopted based on data observed at Benzwar site. The sediment data observed at

Dul dam in later years shows comparatively lower sediment rate (0.151

ham/sq.km/year).

4.10 ANALYSIS OF TRANSIENT CONDITION FOR UPSTREAM & DOWNSTREAM

WATERWAY

The hydraulic transient study for Kwar hydroelectric project has been carried out

to ascertain the transient conditions in upstream waterway and downstream

waterway occurring during operation of the power plant and especially to satisfy

those stipulated in Indian Standards for total closing and/or opening of the turbine.

The detailed hydrological studies and hydraulic transient studies along with

annexures and figures are compiled in Hydrology volume, Volume-III of DPR.


Executive Summary

CHAPTER –5

GEOLOGY

Kwar H.E. Project (540MW) Detailed Project Report Executive Summary

5-1

CHAPTER – 5

GEOLOGY

5.0 INTRODUCTION

The 540MW Kwar HE Project is located on river Chenab near village

Padyarna. The project is 10 km upstream of Dulhasti Power Station (Under

operation by NHPC) in Kishtwar District of J&K on Kishtwar-Paddar Road.

Modifications in the layout were made by NHPC wherein dam site was shifted

from Galhar to Padyarna & powerhouse was also brought contiguous to dam

body to make the scheme more compact & viable. However, the TRT is

extended upto tail of Dulhasti reservoir to harness complete head between

Kwar and Dulhasti Projects.

Geologically the project area lies within inner lesser Himalayan belt under

Kishtwar group of rocks. All the project components viz. dam & powerhouse

are housed in competent gneissose granite except tail race tunnel and part of

diversion tunnel, which lies in incompetent phyllite rocks.

5.1 FIELD INVESTIGATION

After taking over the project for DPR preparation, detailed investigation works

have been carried out. The investigations include topographical survey,

geological mapping, exploratory drilling (21 nos. of holes cum depth

1453.72m), and exploratory drifting in dam (7nos.,cum length 417.50m) and in

Power house area (cum length 293.3m(old drift)+150.7m(new drift),

geophysical explorations, laboratory and in-situ rock mechanic tests &

construction material survey etc.

5.2 REGIONAL GEOLOGY

In the project area quartzite-phyllite sequence of Dul and Lopara Formation

and Pias Granite as an intrusive body are exposed. The granite is intruded in

the host rock of quartzite-phyllite sequence. In general, the foliation trends


5-2

NW-SE with moderate to steep dips in NE direction with folding attitude at the

proposed dam site.

5.3 GEOLOGICAL EVALUATION OF MAIN CIVIL STRUCTURES

5.3.1 Dam

The proposed concrete gravity dam (101m above river bed level) is placed in

the narrow ‘U’ shaped valley where the dam foundation and abutments shall

be on strong granite. However, the phyllite-quartzite-phyllite sequence of

rocks, which are exposed in the area lie above the dam top. The bedrock is

exposed along the river channel at dam site at many places which indicate

shallow overburden depth (5m to 7m) in the active river channel section. The

bedrock profile has been considered at EL 1291m & 1280m at dam axis

towards right & left side respectively from centre of river, based on present

investigations. Overall the rock mass is dissected by 4 sets of joints along with

random joint. Foliation is faintly developed in this rock and wherever it is

observed, it shows downstream dips. Steep dips have been noticed near the

river bank which might have been developed due to folding nature of strata.

Right Abutment

Right abutment is explored by drifts at three levels. All the drifts are driven

through granite/ gneissose granite with intermittent shear seams/zones.

Shearing/ shattering generally follow S-2 & S-3 joint sets. Random thick

quartz bands are also noticed mainly in the lower drift. Irregular bands of

phyllite appeared at the upper level drift, while amphibolite at the end of u/s

cross cut of lower level drift. The rock is generally fresh, strong with

moderately to widely jointed nature.

Right abutment may require large stripping at selective locations due to open

clay filled joints to abut the dam with sound rock. Further, it may also require

adequate grouting considering shearing and fracturization of rock mass as

observed in the drifts.


5-3

Left Abutment

Left abutment is explored by drifts at three levels. As per drift data rock mass

condition is relatively better than right bank. Normal stripping is proposed to

abut the dam with sound rock however; it may require selective large

stripping. Apart from this, adequate grouting may also be required considering

shearing and fracturization of rock mass as observed in the drifts. The left

bank slope in the downstream of dam site is of concern where a large slide

scar cum subsidence zone is observed between elevations 1450 & 1370m.

This feature has developed in scree and sheared material and have tendency

of subsidence on charging of the ground. This may affect the dam toe

location. As such, it is mandatory to provide proper protection works to

safeguard the toe of the dam. Provision for slope treatment has been kept

accordingly.

The foundation and the abutments of dam shall be placed exclusively in

granite, but it shall require selective stripping for founding the dam in fresh

and good rocks. Though the bed rock of granite is strong and competent but it

may also require curtain grouting to minimize seepage path below dam

foundation.

5.3.2 Plunge Pool Area

The plunge pool area encompasses bedrock of gneissose granite and phyllite.

Plunge pool area is explored by a drill hole towards left bank (i.e. KDH-4) out

of proposed two drill holes. The drill hole has gone entirely in

granite/gneissose granite. Gneissose granite is competent, strong and widely

jointed whereas phyllite is incompetent and thinly foliated in nature. Riverbed

is occupied by riverine material (10m to 12m) as such; excavation of riverbed

material and bedrock is required to attain the required level for plunge pool.


A 685m long 10m dia horse shoe shaped diversion tunnel has been

envisaged on the left bank to divert the river water to facilitate construction of

dam and its appurtenant structures. Diversion Tunnel will be housed partly in

granite (from u/s side) and partly in Phyllite-quartzite sequence. Gneissose


5-4

granite rock is well exposed at inlet location however at outlet location phyllite-

quartzite sequence is exposed at river level but overlooking slope is under

overburden cover. Due to thick overburden in the outlet area a drill hole (KDH-

5) is made to estimate thickness of overburden. The bedrock is encountered

at 16.6m depth (El. 1312.14M). The overburden is constituted of slope wash

material of phyllites and silty soil. The bed rock is light grey coloured, weak to

medium strong phyllite/quartzitic phyllite. Part of tunnel is likely to be within

granite/gneissose granite upto Ch. 270m (±) from inlet side and rest in phyllitic

rocks. Foliation is feeble in granite but developed at places and have

moderate to steep dips. Consequently, the phyllite-quartzite rocks, which are

expected in a length of approx. 415m are relatively well foliated and weak in

nature.

Apart from this, a shear zone has also been inferred within quartzite-phyllite

sequence. A drill hole was made on DT alignment (KDH-6) to confirm the

existence of shear zone. The hole was drilled on hill slope and the shear zone

is encountered between 29m to 35m depth which confirms the apprehension.

This shear zone is likely to encounter between Ch. 550m (±) to Ch. 570m (±)

from inlet side. In view of weak nature of strata, it may pose difficult tunneling

condition if the medium is charged. As such, such poor zones will require

advance probing and concurrent rock support measures during excavation.

The diversion tunnel is anticipated to negotiate about 20% class II, 30% class

III, 25% class IV and 25% class V rocks based on RMR classification.


The water conductor system comprises intake structure, 4 nos. pressure

shafts, directly from intake to join the Power House.

All the structure viz Intake, Pressure shaft etc, shall be housed in competent

granites. The intake structure is located on right bank very close to dam body.

The area around proposed structure exhibits outcrops of granite however,

some scanty talus material (slope wash) is also observed on the slope below

El. 1350M (±). The overburden is insignificant however need to be removed to


5-5

expose the rock. Granite is hard, moderately jointed, slightly weathered with

some open joints (filled with soil/clay) in the area.

To explore the subsurface geological conditions a drift with cumulative length

of 50m (including X-cuts) is made in the proposed intake area. The drift has

driven through granite/gneissose granite, which is strong & moderately to

widely joint in nature. Shear seams/zones (few cms. to <50cm) are observed

at places. Open joints with soil filling are also observed in the initial reach i.e.,

from portal to Ch. 4m in the main drift. The pressure shafts are expected to be

in competent granitic rocks but wedge failures aided by sheared joints is

foreseen due to shattered nature of rock and open joints filled with clay at the

surface. Considering all geotechnical characteristics of rock mass, the

pressure shaft is anticipated to negotiate through fair to good rock condition

except random stretch of poor rock condition.


The powerhouse complex is adjoining to dam body on right bank and shall be

located under a cover of around 200m mainly in granites. Irregular bands of

phyllite are seen in P/H drift & drill hole KDH-12, while amphibolite is seen

within granite in the old and new power house drift as well as in drill hole

KDH-15 &17, which indicates that these two units have intertounging

relationship with granite and may occur randomly within granite. A new drift

of 150.7m length has been made from ± RD 50m of old P/H drift to explore

the subsurface geological conditions around new alignment of P/H cavern.

The rock mass (granite) encountered in the drift are hard and competent to

accommodate the large caverns. In all 4 sets of joints dissect the rock mass.

Out of these, foliation (S-1), across foliation (S-2) & valley dipping (S-3) joints

are more prominent. Foliation joint cut obliquely to the longer axis of the

cavern. In order to minimize the adverse effect of orientation of joints, the

longer axis of the cavern is realigned in N 090o. Nevertheless intersection of

some of the joint sets can lead to wedge formation and few of them may result

in gravity fall or sliding failures from crown and side walls which need to be

taken care. Suitable provisions have been kept accordingly.


5-6

Though, dry conditions are observed in new exploratory drift, but deeper

inside possibility of seepage cannot be ruled out due to well jointed nature of

rock and surface charging from nearby nallas through open joints. Further, the

powerhouse cavern is placed adjoining to dam body, seepage from reservoir

through well jointed granite rock is also apprehended. Thus, provisions of

suitable mitigative measures are foreseen to control seepage into the

machine hall. The powerhouse cavern, in general, shall be in good to fair

class of rock with random pockets of poor rock.

5.3.6 Tail Race Tunnel

The water from the power house shall be discharged back into the river

through 2 nos. horse shoe tunnels on right bank of 2.786 & 2.963km long,

having 9.5m dia at normal TWL 1270M to harness the maximum head. Both

the tunnels are 78m apart from centre to centre and aligned almost

subparallel to river course with a kink near Phullar nalla.

Both the tunnels are anticipated to be mainly in phyllitic rocks (around 90%)

however quartzitic bands within phyllite-quartzite sequence and intrusive

granitic rocks may appear in the initial part from PH side (around 10%). To

know the rock cover and subsurface geological conditions two drill holes i.e.

KDH-11 & KDH-14 were drilled in Phullar nala and on TRT-2 alignment

respectively. A thick shear/fracture zone (>20m) was encountered in drill hole

KDH-11 beyond 41.35m depth (El. 1383.6M) and continued down to the end

of the hole , while in drill hole KDH-14 also ,a shear/fracture zone of nearly

21m thickness was encountered between 52.5 (EL. 1301.3M) and 73.5m

depth (EL.1280.3M). The shear zone intercepted in this drill hole may

encounter in TRT nearly at Ch. 1.2km (approximate 30m zone) from upstream

side if shear zone follows the bedding attitude. An old slide scar has been

observed on R/B near the TRT outlet and the slide material is lying at the river

bed following the rock profile. As the valley slide TRT is under the slide

material, a drill hole was proposed to assess the rock cover above the

alignment. The drill hole (KDH-16) drilled in slide debris on TRT-1 alignment

has intercepted the bedrock at 42m depth (El. 1342.96M). The bedrock is light

green to grey colored and weak phyllite. A thick sheared/crushed zone is


5-7

encountered between 51 and 55.5m depth. The cover over the tunnel varies

from 72m to 398m over TRT-1 and 92m to 468m over TRT-2 respectively.

The minimum cover of 72m (TRT-1) comes below Phullar nalla.

Owing to weak and laminated nature of rock (phyllite) and at places tunnel

having aligned sub-parallel to the strike of rock formation coupled with

superincumbent cover, the tunnel may experience squeezing condition at

places. There are number of surface manifestations of shear zones,

lineaments & master joints etc. within phyllite which can be considered as

zone of weaknesses for tunneling. Further, there are apprehensions of

encountering number of weak zones (around 40% of total tunnel length)

intermittently along the tunnel route. As such, 50% tunneling may be

considered in class-III (fair rock) and 30% in class IV & 20% in class V rocks

5.4 RESERVOIR

This dam shall create a 6.7km long reservoir upto outlet of TRT of Kiru

Project. The full reservoir level (FRL) has been proposed at EL 1385M having

0.8sq km area. Right bank of the river is almost rocky (80 % touching rock)

whereas left bank shall be touching partly overburden (50%) and partly rock

outcrops (50%). Major part of the reservoir rim shall be in contact with

bedrock comprising of gneissose granite and phyllite-quartzite sequence. A

thermal spring has been observed within reservoir which indicates presence

of some structural control along the river course. A landslide is observed on

R/B near tail of reservoir. However, some stretches under slope wash material

near Galhar village may result in sloughing after filling up of the reservoir.

These issues will be addressed during EMP studies. Overall, the reservoir rim

appears to be safe from geo-environmental consideration (except some part

of rim on left bank near village Galhar) with no possibility of reservoir leakage.

No economic mineral within reservoir periphery has been reported.


5-8

5.5 SEISMICITY

The project area falls in Zone-IV of Seismic Zoning map of India which

corresponds to high seismically active area. Site Specific Design Earthquake

Parameters study has been carried out by DEQ, IIT Roorkee.

As per updated report, the PGA value recommended for MCE & DBE

conditions are 0.50g and 0.28g for horizontal and 0.33g MCE and 0.19g DBE

for the vertical ground motion respectively. Further, Department has also

suggested the design seismic coefficient for preliminary design of Dam as

αh=0.17 and αv=0.12, which was approved by NCSDP in its 31st meeting

held on 23rd June 2016. (Letter dated 07.10.2016 is appended as Annexure-

XII).

Further, as suggested by GSI during the evaluation of DPR, MEQ studies by

Wadia Institute of Himalayan Geology, Dehradun have been carried out to

know the local seismicity of the area as well as to establish the presence of

neo-tectonic activity. The study is now completed and the report was

discussed with NCSDP. Further, NCSDP has suggested some modifications

in the MEQ report, however, these suggestions will not have any impact on

the approved seismic design parameters. The final updated report shall be

submitted after getting approved by NCSDP.

5.6 CONSTRUCTION MATERIAL

For the construction of concrete dam, coffer dams, diversion tunnel,

powerhouse and other allied civil structures of the project, 4 rock quarries and

one impervious soil deposit have been selected for meeting the requirements.

The requirement of coarse and fine aggregate has been estimated to be 21.9

lac.cum, whereas 0.69 lac.cum. of impervious soil, 3.0 lac.cum. of rockfill

material, 0.13 lac.cum. of filter material and 0.19 lac.cum. of Riprap material

shall be required for construction of coffer dams.

Based on the test results and keeping in view the available quantity, it is

concluded that sufficient suitable construction material is available to meet the

requirement of the project.


Executive Summary

CHAPTER –6

POWER STUDIES


6-1

CHAPTER – 6 POWER STUDIES

6.1 POWER SUPPLY-DEMAND

6.1.1 ON ALL INDIA BASIS

The Power System in India has grown from small, isolated stations, serving

limited consumers in and around large cities, into large regional Power

Grids. The generating capacity installed in the country has already grown

to 306358.25 MW by September 2016.

For the purpose of system planning and operation the country has been

divided into the following five geopolitical regions: Northern, Western,

Southern, Eastern and North-Eastern regional power grids and the

transmission system are being progressively inter-connected for efficient

operation of these five regional grids.

The objective of the system development is to evolve self-sufficient regional

grid catering to the individual regional power demands. It is also aimed at

achieving the maximum benefits from integrated operation, through a

proper mix of thermal and hydro generation. The present power position in

the five regional Grids as per “'Load Generation Balance Report (LGBR)

2016-17” published by CEA is shown in Table 6.1a and 6.1b.

6.1.2 ON REGIONAL BASIS

The Northern Region comprises the states of Punjab, Haryana, Himachal

Pradesh, Delhi, UP, Uttarakhand, Rajasthan, Chandigarh and J&K. The

Northern grid comprises the power system controlled by Electricity Boards/

Corporations of the above states.

The Northern Region has been experiencing acute power shortage during

the last decade due to rapid industrialization, developing irrigation network

& urbanization. It is obviously not possible to meet rapidly growing power

demands of industry and agriculture from the existing power stations.

Electrical energy being the basic ingredient for economic upliftment through

industrial and agricultural development, power shortage has slowed down

the wheels of progress and put a curb on all development activities in the

region. Thermal and nuclear generation of power is not the right solution for

meeting peaking power deficit in this region because of limitations imposed


6-2

by inadequate availability of coal and nuclear fuel, long distances over

which fuel has to be transported through an overloaded railway system and

higher cost of power generation from thermal and nuclear power plants.

Even considering the coordinated operation of existing hydro, nuclear and

thermal stations, as well as benefits from on-going projects and also from

the schemes cleared by CEA, the Northern region shall face power deficits

by the end of 12th five Year Plan and is also expected to face further

power deficits in the upcoming years.

The Power position in Northern region for 12th ,13th and 14th five Year

Plans has been summarized in Table 6.2. In the table, the peaking and

energy capabilities are taken for optimum condition. The benefits from all

schemes that have been cleared by CEA have been included.

6.1.3 JUSTIFICATION FOR THE PROJECT

From the Table 6.1a for the year 2015-16, it is observed that the North

Region had deficit in capacity of (-)7.1 % and energy peak deficit of (-)

4.8%.

Northern region has Hydro thermal mix ratio of 23:64 at present in

comparison to overall scenario in the country vis-à-vis Hydro Thermal ratio

stands at 14:70. The proposed Kwar Project would form an integral part of

the Northern Grid to contribute in projected energy requirement. Besides, it

will also provide peak capacity to the grid and helps in optimizing the

generation from thermal stations which are forced to operate at poor load

factor in absence of matching hydropower contribution.

6.2 SCHEME FOR WHEELING EVACUATING POWER

The responsibility of power evacuation system from Kwar Power Project as

per present scenario remains with PGCIL to be connected to grid at 400 kV

level.

6.3 AVAILABLE GENERATING CAPACITY IN REGION

The Total Installed Capacity in Northern Region as on Sep 2016 is

80862.58 MW. Out of this, 18376.78 MW is Hydel and the rest are thermal

and nuclear and thus the Hydro Thermal mix is 23:64 which is better than

the national average of 14:70.


6-3

6.4 FUTURE ENERGY REQUIREMENTS IN REGION

The CEA has forecasted the future load demand in their publication

“18th Electric Power Survey (EPS) of India” The future load demand for the

year 2022-23 has been projected on the basis of a scaling factor of 1.0243

for Northern Region.

From Table 6.2, in Northern region there will be peaking deficit of 1.6% and

Energy deficit of 1.8% by the end of 2016-17. However, by the end of 2022-

23, there will be peaking deficit of 30.1% and energy deficit of 36.5%.

6.5 POWER SUPPLY POSITION WITH & WITHOUT PROJECT

The Power supply position without Kwar hydro electric project is shown in

Table 6.2. From the perusal of table 6.2, the power scenario in the northern

regions without Kwar HE Project by the end of 2022-23 is summarized as

below:

Region Peaking

Power(MW)

Peaking

Power (%) Energy(MU) Energy (%)

Northern Region -26667 -30.1% -227443 -36.5%

Note: Surplus denoted by (+)

Deficit denoted by (-)

Kwar HE Project with an installed capacity of 540 MW, is one of the

potential schemes in J&K and, as such, merits clearance at an early date

so as to be taken up for execution immediately to obtain benefits by 2022-

23. The need for Kwar Project has therefore been considered in the context

of power storage particularly peaking capacity in Northern region and

energy requirements of Northern region apart from other considerations.

Kwar Project is planned as run of river scheme with live storage capacity of

9.16MCM. It is planned to generate 1975.54 MU in 90% dependable year

i.e. 1996-1997.

Power supply position with Kwar HE Project in Northern region is as given

in Table 6.3. In the study, forecasted Hydro and Thermal (Including Nuclear

& renewables) power plants proposed to be added to the system are also


6-4

shown. Factors like slippage in commissioning of the units, unforeseen

outages have not been taken into account. It is also assumed that all the

TEC cleared projects would be available by the end of 13th plan.

From the perusal of tables 6.3, the power scenario in the region with Kwar

Project by the end of 2022-23 is summarized as follows:

Region Peaking

Power (MW)

Peaking

Power (%) Energy (MU) Energy (%)

Northern Region -26324 -29.7% -225248 -36.1%

Note: Surplus denoted by (+)

Deficit denoted by (-)

It is observed that in Northern region, by the end of 2022-23, there is a

peaking deficit of (-) 29.7% and Energy deficit of (-)36.1%. From the growth

of demand and anticipated installed generating capacity on the basis of

schemes proposed for benefits under construction/consideration during 13th

Five Year Plan period, It is observed that power supply position in the

Northern Region would become all the more acute from the start of 13th

Five Year Plan and serious power shortage will have to be faced unless

additional schemes are taken up immediately and implemented to derive

timely benefits. The most important sources of power development in the

Northern Region are its abundant hydro resources located in Himachal

Pradesh, Uttarakhand and Jammu & Kashmir.

The power from this project would be fully absorbed in the Northern grid. It

is in this context that Kwar H.E. Project is being proposed for immediate

implementation.

Region Require

ment

Availablity Demand Met

(MU) (MU) (MU) (%) (MW) (MW) (MW) (%)

Northern 340475 324009 -16,466 -4.8% 54474 50622 -3852 -7.1%

Western 346767 345967 -800 -0.2% 48640 48199 -441 -0.9%

Southern 288025 283494 -4531 -1.6% 40030 39875 -155 -0.4%

Eastern 124653 123646 -1007 -0.8% 18169 18056 -113 -0.6%

North-

Eastern14488 13735 -753 -5.2% 2573 2367 -206 -8.0%

All India 1114408 1090851 -23557 -2.1% 163886 159119 -4767 -2.9%

Region Require

ment

Availablity Demand Met

(MU) (MU) (MU) (%) (MW) (MW) (MW) (%)

Northern 357459 351009 -6450 -1.8% 55800 54900 -900 -1.6%

Western 379087 405370 26283 6.9% 51436 56715 5279 10.3%

Southern 310564 320944 10380 3.3% 44604 40145 -4459 -10.0%

Eastern 151336 135713 -15623 -10.3% 21387 22440 1053 4.9%

North-

Eastern16197 14858 -1339 -8.3% 2801 2695 -106 -3.8%

All-India 1214643 1227894 13251 1.1% 176028 176895 867 0.5%

Table: 6.1a

Actual Power Position for Year 2015-2016

Peak

Surplus/ Deficit (-) Surplus/ Deficit (-)

Energy

The data for the year 2015-2016 & 2016-2017 tabulated above is as per 'Load generation balance

report and ' Published by CEA June 2016 on the website www.cea.nic.in

Surplus/ Deficit (-) Surplus/ Deficit (-)

Table: 2.1b

Anticipated Power Position for Year 2016-2017

Energy Peak

6-5

14th Plan

2015-16 2016-17 2017-18 2018-19 2019-20 2020-21 2021-22 2022-23

Installed Capacity MW 79693 83353 87565 89820 93550 94309 95822 97446

Peak availability MW 50622 54900 55622 57055 59424 59906 60867 61899

Peak requirement MW 54474 55800 65686 70276 75238 80620 86461 88566

Peak Surplus(Deficit)MW -3852 -900 -10064 -13221 -15814 -20714 -25594 -26667

Peak Surplus(Deficit)% -7.1% -1.6% -15.3% -18.8% -21.0% -25.7% -29.6% -30.1%

Energy availability MU 324009 351009 356014 365182 380347 383433 389585 396188

Energy requirement MU 340475 357459 454897 485914 519260 555214 594000 623631

Energy Surplus(Deficit)MU -16466 -6450 -98883 -120732 -138913 -171781 -204415 -227443

Energy Surplus(Deficit)% -4.8% -1.8% -21.7% -24.8% -26.8% -30.9% -34.4% -36.5%

1400 MW 500 MW 520 MW 444 MW 660 MW 850 MW 1000 MW

Raj(U-7&8)

NPCIL

Unchahar St-

IV(U-6)

Tapovan

vishnugad

Vishnugad

Pipalkoti

Harduagang

Exp-IIRatle HEP Pakal Dul

100 MW 1320 MW 660 MW 180 MW 99 MW 171 MW 624 MW

SainjMeja STPP

Chabra GT Bajoli HoliSingoli

BhatwariLata Tapovan Kiru

330 MW 100 MW 800 MW 1320 MW 240 MW

Kishanganga

HEPUhl-III

Parbati-II

HEPTanda-II Kutehr

660 MW 36 MW 44 MW 1000 MW 252 MW

Prayagraj

TPP

Chanju-ITangnu

Romai-I HEPTehri PSS Devsari

76 MW 111 MW 206 MW

Phata Byung

HEP

Swara Kuddu

HEP

Shahpur

kandi

1320 MW 120 130 MW

Suratgarh

TPS(U-7&8)

Vyasi UJVNL Kashang-

II&III

660 MW 450 MW

Chhabra TPP

Extn.(U-5)

Shongtong

Karcham

100 MW

Tidong-I

HEP

100 MW

Sorang HSPL

Total MW 0.0 MW 2490.0 MW 4212.0 MW 2255.0 MW 3730.0 MW 759.0 MW 1513.0 MW 1624.0 MW

6. Micro/mini hydel projects under construction have not been considered in this study.

Source:

1.The data for the year 2015-16 and 2016-17 has been taken from 'Load generation balance report 2016-17' Published by CEA on the

2. Peak availability for the year 2017-18 onwards have been estimated on the basis of ratio of Peak availability to Installed capacity for the

year 2015-16.

This is a statistical analysis based on various publications mentioned above and meant for study and planning purposes only.

4.Status of hydro electric projects

under execution for 12th plan and

beyond

12th Plan 13th Plan

Power plant considered to

be added in respective year

of 12th, 13th , 14th and 15th

plan.

A. www.cea.nic.in( CEA reports)

1. list of power projects for likely

benefit during 12 th plan

2.Thermal units programmed for

commissioning during 2015-16

3. Thermal and hydro projects

monitoring report.

Northern Region Unit

3. Energy availability for the year 2017-2018 onwards have been estimated on the basis of ratio of Energy availability to Installed capacity

for the year 2015-16.

4. Energy requirement and peak requirement for the year 2016-17 onwards upto 2021-22 is based on 18th EPS of India.

5. Energy requirement and peak requirement for the year 2022-23 onwards is based on scaling factor of increase in Energy and Peak

requirement for the years 2015-16 to

2016-17 from the preceding year.

Table-6.2

POWER SUPPLY POSITION NORTHERN REGION

WITHOUT KWAR PROJECT

Status of projects under

construction: other websites

6-6

14th Plan

2015-16 2016-17 2017-18 2018-19 2019-20 2020-21 2021-22 2022-23

Installed Capacity MW 79693 83353 87565 89820 93550 94309 95822 97986

Peak availability MW 50622 54900 55622 57055 59424 59906 60867 62242

Peak requirement MW 54474 55800 65686 70276 75238 80620 86461 88566

Peak Surplus(Deficit)MW -3852 -900 -10064 -13221 -15814 -20714 -25594 -26324

Peak Surplus(Deficit)% -7.1% -1.6% -15.3% -18.8% -21.0% -25.7% -29.6% -29.7%

Energy availability MU 324009 351009 356014 365182 380347 383433 389585 398383

Energy requirement MU 340475 357459 454897 485914 519260 555214 594000 623631

Energy Surplus(Deficit)MU -16466 -6450 -98883 -120732 -138913 -171781 -204415 -225248

Energy Surplus(Deficit)% -4.8% -1.8% -21.7% -24.8% -26.8% -30.9% -34.4% -36.1%

1400 MW 500 MW 520 MW 444 MW 660 MW 850 MW 1000 MW

Raj(U-7&8)

NPCIL

Unchahar St-

IV(U-6)

Tapovan

vishnugad

Vishnugad

Pipalkoti

Harduagang

Exp-IIRatle HEP Pakal Dul

100 MW 1320 MW 660 MW 180 MW 99 MW 171 MW 624 MW

SainjMeja STPP

Chabra GT Bajoli HoliSingoli

BhatwariLata Tapovan Kiru

Source: 330 MW 100 MW 800 MW 1320 MW 240 MW 540 MW

Kishanganga

HEPUhl-III

Parbati-II

HEPTanda-II Kutehr Kwar HEP

660 MW 36 MW 44 MW 1000 MW 252 MW

Prayagraj

TPP

Chanju-ITangnu

Romai-I HEPTehri PSS Devsari

76 MW 111 MW 206 MW

Phata Byung

HEP

Swara Kuddu

HEP

Shahpur

kandi

1320 MW 120 130 MW

Suratgarh

TPS(U-7&8)

Vyasi UJVNLKashang-

II&III

660 MW 450 MW

Chhabra TPP

Extn.(U-5)

Shongtong

Karcham

100 MW

Tidong-I

HEP

100 MW

Sorang HSPL

Total MW 2490.0 MW 4212.0 MW 2255.0 MW 3730.0 MW 759.0 MW 1513.0 MW 2164.0 MW

Table-6.3

POWER SUPPLY POSITION NORTHERN REGION

WITH KWAR PROJECT

Northern Region Unit12th Plan 13th Plan

Power plant considered to

be added in respective year

of 12th, 13th and 14th plan.

A. www.cea.nic.in( CEA reports)

1. list of power projects for likely

benefit during 12 th plan

2.Thermal units programmed for

commissioning during 2015-16

3. Thermal and hydro projects

monitoring report.

4.Status of hydro electric projects

under execution for 12th plan and

beyond

Status of projects under

construction: Other web sites

5. Energy requirement and peak requirement for the year 2022-23 onwards is based on scaling factor of increase in Energy and Peak

requirement for the years 2015-16 to 2016-17 from the preceding year.

6. Micro/mini hydel projects under construction have not been considered in this study.

This is a statistical analysis based on various publications mentioned above and meant for study and planning purposes only.

1.The data for the year 2015-16 and 2016-17 has been taken from 'Load generation balance report 2016-17' Published by CEA on the

website www.cea.nic.in

2. Peak availability for the year 2017-18 onwards have been estimated on the basis of ratio of Peak availability to Installed capacity for the

year 2015-16.

3. Energy availability for the year 2017-2018 onwards have been estimated on the basis of ratio of Energy availability to Installed capacity

for the year 2015-16.

4. Energy requirement and peak requirement for the year 2016-17 onwards upto 2021-22 is based on 18th EPS of India.

6-7


Executive Summary

CHAPTER –7

OPTIMISATION STUDIES


7-1

CHAPTER - 7

OPTIMISATION STUDIES

7.0 INTRODUCTION

Kwar H.E. Project is located on the right bank of the river Chenab in district Kishtwar of

Jammu & Kashmir (J&K) state near Padyarna village utilizing inflow of the river Chenab

for power generation. It is essentially a run off river scheme having small pondage with

live storage of 9.16 Mcum between FRL 1385m and MDDL 1372m. The installed

capacity of the project has been proposed as 540 MW comprising 4 generating units of

135 MW each driven by vertical axis Francis turbines with overall efficiency of

generation as 92%. Project is a step towards the exploitation of available hydro

potential in the Jammu & Kashmir (J&K) state.

7.1 AVAILABLE INFLOW

Inflow series of 37 years i.e. 1975-76 to 2011-12 has been considered for power

potential studies The criteria of the 90% dependable inflow is applied for conducting

power potential studies. The available inflow after releasing a mandatory outflow of

16.49 cumecs during lean flow period (Dec to March), 74.09 cumecs during peak flow

period (June to September) and 16.79 cumecs for remaining four months (October,

November, April and May) for environmental requirements has been considered.

7.2 90% DEPENDABLE YEAR

The year 1996-1997 works out as 90% dependable year. The full reservoir level has

been fixed at EL.1385.0 m and and MDDL level has been fixed at EL. 1372.0m. Max.

Tail water level (all units running) is El. 1269.90 m and Min. Tail water level (one unit

running) is EL.1267.32 m . Rated net head is 103.1m.

7.3. INSTALLED CAPACITY

The power potential study has been carried out for different installed capacities from

400 MW to 800 MW with an increment of 20 MW, for a 90% dependable year, as


7-2

shown in Table 7.1. The studies indicate selection of 540MW as optimum installed

capacity at a load factor of 43.02% and incremental load factor of 25.21%. Four no.

generating units, each of 135MW has been proposed for the power house of this

project.

7.4. ANNUAL ENERGY GENERATION IN 90% DEPENDABLE YEAR

The annual energy generation with 95% machine availability after considering the

environmental releases of 16.49 cumecs during lean flow period (Dec to March), 74.09

cumecs during peak flow period (June to September) and 16.79 cumecs for remaining

four months (October, November, April and May) in 90% dependable year 1996-1997

works out to be 1975.54 MU with an annual load factor of 41.76%. Power potential

study in 90% dependable year with 95% machine availability is Table 7.2.


Executive Summary

Availability of Units in KWH / KW for Incremental Installation Table 7.1Based on Energy of 90% Dependable Year

Average Net Head 103.1 Overall 92%(in m) Efficiency

S. NO.

INSTALLED CAPACITY

MW

No. of 10-D AVALABILITY

ANNUAL ENERGY

MU

LOAD FACTOR %

INCREMENTAL ENERGY MU

INCREMENTAL ENERGY KWH/KW

LOAD FACTOR FOR ADDITIONAL

CAPACITY %

1 400 10 1717.66 49.02%

2 420 10 1766.62 48.02% 48.96 2448.00 27.95%

3 440 9 1814.36 47.07% 47.74 2387.00 27.25%

4 460 9 1858.52 46.12% 44.16 2208.00 25.21%

5 480 9 1902.68 45.25% 44.16 2208.00 25.21%

6 500 9 1946.84 44.45% 44.16 2208.00 25.21%

7 520 9 1991.00 43.71% 44.16 2208.00 25.21%

8 540 9 2035.16 43.02% 44.16 2208.00 25.21%

9 560 9 2079.32 42.39% 44.16 2208.00 25.21%

10 580 7 2119.79 41.72% 40.47 2023.58 23.10%

11 600 5 2147.15 40.85% 27.36 1368.14 15.62%

12 620 5 2171.63 39.98% 24.48 1224.00 13.97%

13 640 4 2190.96 39.08% 19.33 966.40 11.03%

14 660 3 2208.05 38.19% 17.09 854.74 9.76%

15 680 2 2219.53 37.26% 11.47 573.63 6.55%

16 700 2 2229.13 36.35% 9.60 480.00 5.48%

17 720 2 2238.73 35.49% 9.60 480.00 5.48%

18 740 2 2248.33 34.68% 9.60 480.00 5.48%

19 760 2 2257.93 33.92% 9.60 480.00 5.48%

20 780 0 2265.35 33.15% 7.42 370.99 4.24%

21 800 0 2265.35 32.33%

lovkesh

Typewritten Text

7-3


Executive Summary

Table 7.2

POWER POTENTIAL STUDY IN 90% DEPENDABLE YEAR WITH 95% MACHINE AVAILABLITY

YEAR 1996-19971385 1372 103.10 580.30 Overall

Efficiency92%

540 Francis No. of Unit 4 2.7 Firm Power(MW)

51.80

41.76% 87.53% 18.79% Design Energy(MU)

1975.54

Total Inflow (Cumec)

Total Inflow

(MCuM)

D / S Release for Env. Concern (cumec)

Available Inflow for

Power Generation

(Cumec)

Unrestricted Power with Total inflow

(MW)

Unrestricted Energy with Total inflow

(MU)

Unrestricted Power with Available

inflow (MW)

Unrestricted Energy with

Available inflow (MU)

Restricted Energy with

available inflow (MU)

Energy with95% M/c

Availability (MU)

Peaking Hours

Spill in addition to D/S Release (cumec)

1-10 739.42 638.86 74.09 665.33 633.30 151.99 569.85 136.76 129.60 123.12 24.00 85.03

11-20 981.95 848.41 74.09 907.86 841.03 201.85 777.58 186.62 129.60 123.12 24.00 327.56

21-30 977.01 844.13 74.09 902.92 836.80 200.83 773.34 185.60 129.60 123.12 24.00 322.62

1-10 755.22 652.51 74.09 681.13 646.84 155.24 583.38 140.01 129.60 123.12 24.00 100.83

11-20 745.18 643.84 74.09 671.09 638.24 153.18 574.79 137.95 129.60 123.12 24.00 90.79

21-31 760.43 722.71 74.09 686.34 651.30 171.94 587.84 155.19 142.56 135.43 24.00 106.04

1-10 853.79 737.67 74.09 779.70 731.26 175.50 667.80 160.27 129.60 123.12 24.00 199.40

11-20 834.43 720.95 74.09 760.34 714.69 171.52 651.23 156.29 129.60 123.12 24.00 180.04

21-31 798.54 758.93 74.09 724.45 683.94 180.56 620.48 163.81 142.56 135.43 24.00 144.15

1-10 581.88 502.74 74.09 507.79 498.37 119.61 434.92 104.38 104.38 104.38 19.33

11-20 463.10 400.12 74.09 389.01 396.64 95.19 333.19 79.96 79.96 79.96 14.81

21-30 399.34 345.03 74.09 325.25 342.03 82.09 278.58 66.86 66.86 66.86 12.38

1-10 345.35 298.38 16.79 328.56 321.35 77.12 305.73 73.37 73.37 73.37 13.59

11-20 208.95 180.54 16.79 192.16 194.43 46.66 178.81 42.91 42.91 42.91 7.95

21-31 134.00 127.36 16.79 117.21 124.69 32.92 109.07 28.79 28.79 28.79 4.85

1-10 126.59 109.38 16.79 109.80 117.79 28.27 102.17 24.52 24.52 24.52 4.54

11-20 119.60 103.33 16.79 102.81 111.28 26.71 95.66 22.96 22.96 22.96 4.25

21-30 105.14 90.84 16.79 88.35 97.84 23.48 82.21 19.73 19.73 19.73 3.65

1-10 96.72 83.57 16.49 80.23 90.00 21.60 74.66 17.92 17.92 17.92 3.32

11-20 92.01 79.50 16.49 75.52 85.62 20.55 70.27 16.87 16.87 16.87 3.12

21-31 88.48 84.09 16.49 71.99 82.33 21.73 66.98 17.68 17.68 17.68 2.98

1-10 85.75 74.09 16.49 69.26 79.79 19.15 64.44 15.47 15.47 15.47 2.86

11-20 83.53 72.17 16.49 67.04 77.73 18.65 62.38 14.97 14.97 14.97 2.77

21-31 82.09 78.02 16.49 65.60 76.39 20.17 61.04 16.11 16.11 16.11 2.71

1-10 80.61 69.65 16.49 64.12 75.01 18.00 59.67 14.32 14.32 14.32 2.65

11-20 75.67 65.38 16.49 59.18 70.41 16.90 55.07 13.22 13.22 13.22 2.45

21-28 72.16 49.88 16.49 55.67 67.14 12.89 51.80 9.95 9.95 9.95 2.30

1-10 73.79 63.76 16.49 57.30 68.66 16.48 53.32 12.80 12.80 12.80 2.37

11-20 77.87 67.28 16.49 61.38 72.46 17.39 57.12 13.71 13.71 13.71 2.54

21-31 80.45 76.46 16.49 63.96 74.86 19.76 59.51 15.71 15.71 15.71 2.65

1-10 84.56 73.06 16.79 67.77 78.68 18.88 63.06 15.13 15.13 15.13 2.80

11-20 98.38 85.00 16.79 81.59 91.54 21.97 75.92 18.22 18.22 18.22 3.37

21-30 145.93 126.09 16.79 129.14 135.79 32.59 120.17 28.84 28.84 28.84 5.34

1-10 180.97 156.35 16.79 164.18 168.39 40.41 152.76 36.66 36.66 36.66 6.79

11-20 204.23 176.45 16.79 187.44 190.04 45.61 174.41 41.86 41.86 41.86 7.75

21-31 260.65 247.72 16.79 243.86 242.54 64.03 226.91 59.91 59.91 59.91 10.09

Total 2541.45 2265.35 2035.16 1975.54

FRL (m) MDDL(m) Rated Head (m) Design Discharge (Cumec)

INSTALLED CAPACITY (MW) Type of Turbine Average Peaking Hr. (LeanPeriod)

Annual Load Factor Load Factor of Monsoon Period Load Factor of Non-Monsoon Period

PERIOD

Jun-96

Jul-96

Aug-96

Sep-96

Oct-96

Nov-96

May-97

Dec-96

Jan-97

Feb-97

Mar-97

Apr-97

lovkesh

Typewritten Text

7-4


Executive Summary

CHAPTER –8

DESIGN OF CIVIL ENGINEERING

STRUCTURES AND HYDROMECHANICAL EQUIPMENTS


8-1

CHAPTER – 8

DESIGN OF CIVIL ENGINEERING STRUCTURES AND HYDRO-

MECHANICAL EQUIPMENTS

8.1 INTRODUCTION

Kwar H.E. Project envisages utilization of 115 m head of Chenab river by

construction of a concrete gravity dam near Padyarna village, an underground

power station of 540 MW (4 units of 135MW each) on the right abutment of the

dam adjacent to dam axis and 2 nos. tail race tunnels of lengths 2786 m and

2963 m.

Certain changes in structures sizes & layout has been made in the DPR (July

2012) as per various meetings / discussions held with CWC, GSI, CEA etc.

during detailed scrutiny and examination. The following changes with respect to

DPR (July 2012) have been incorporated:-

Design flood value of 7600 cumec reviewed & revised to 10534 cumec.

Change in diversion discharge from 1020 cumec to 1041 cumec as

proposed by CWC.

In order to avoid sediment deposition near intake and for effective and

efficient sediment management, the following Spillway configuration, on

the basis of Mathematical / Numerical Model Studies, has been adopted

in consultation with CWC against that provided in the DPR submitted for

appraisal during 2012:

Spillway Lower Spillway Upper SpillwayType Orifice Surface Width of spillway 64 16 Crest Level of Spillway EL 1330.0 m EL 1368.0 m No. & Size of Openings 4 no.,

9.5m(W)×13.8m(H) 1 no., 9.5m(W)×17m(H)

Discharge Capacity at FRL

10534 cumec

The Design discharge of 145.07 cumec has been considered as against

151.3 cumec for carrying out Power Potential Studies as suggested by

CEA.


8-2

Silt excluder arrangement below intake has been deleted as per

discussion with CWC, considering the low level spillway.

As per Technical clearance received from CWC, the principal components of the

project are:

A. A concrete gravity dam 101 m high above river bed level.

B. River diversion works comprising of 1 no, 9.5 m diameter horseshoe

shape diversion tunnel with upstream and downstream cofferdams.

C. 4 nos. orifice type spillways with discharging capacity of 3221 cumec

each and 1 no. crest spillway with discharging capacity of 884 cumec and

corresponding gate control structures to serve for flood release.

D. One outlet for environmental releases, having discharging capacity of

16.49 cumec to 74.09 cumec and gate opening size of 2.6m(W) x

2.0m(H)..

E. 4 nos. Construction sluices, each 3.1 m wide and 5.0 m high with crest at

EL.1300.0 m to serve for diversion flood during construction stage.

F. Water conductor system consisting of:

i. 4 nos. Power Dam Intakes with gate arrangement.

ii. 4 nos. 5.65 m dia. circular penstocks / pressure shafts, with vertical

lengths varying from 54.0 m to 93.0 m, and total lengths (excluding

vertical) varying from 108.0 m to 182.0 m.

iii. 2 nos. 9.5 m dia. horseshoe shaped tailrace tunnels of lengths

2786 m and 2963 m, respectively.

iv. 2 nos. downstream surge galleries of dia. 10.4 m and length 750

m.

G. An underground power house complex consisting of:

i. A machine hall cavern with MIV of size 140 m x 23.3 m x 50 m.

ii. A control room cavern of size 40 m x 15 m x 28.8 m.

iii. A transformer cavern of size 116.0 m x 17 m x 16 m.

iv. A GIS cavern of size 65 m x 15 m x 16 m.

H. An outdoor Pothead Yard of size 150 m x 35 m at EL.1315.0 m.


8-3

All these components are marked on the project layout plan (drawing no. NHKR-

D-41-GA-002).

These are based on the data available from various field investigations carried

out as detailed in Volume-IV.

8.2 LAYOUT OPTIMIZATION

8.2.1 Introduction

The pre-feasibility report of Kwar H.E. Project was prepared by WAPCOS as a

part of 50,000 MW hydro initiatives by Hon’ble PM. The project is located

upstream of Dulhasti project. The proposed FRL and Tail Water level of the

project as conceived in PFR were EL 1362.0 m and EL 1275.0m respectively. In

the PFR, the project was envisaged with a rated head of 74.0m and an installed

capacity of 320 MW with annual energy generation of 1426.56 MU in a 90%

dependable year.

8.2.2 Review of the Project

Kwar project is one of the four projects handed over by CEA to NHPC for

detailed investigation and preparation of Detailed Project Report in August 2004.

The Kwar Project as planned in the PFR envisaged construction of 68 m high

concrete Dam above deepest foundation level across the river Chenab and the

4.3 Km long head race tunnel of 12.0m dia with surface power house on the

right bank of Chenab river near Kwar village.

After handing over of the project to NHPC for preparation of DPR, the study of

PFR revealed that many components such as desilting basin are missing and

diameter of surge shaft provided was on lower side. Preliminary calculations

indicated that project would require large size desilting basins and very large

diameter surge shafts in geologically unstable terrain. Considering above, it was

felt necessary to workout alternative layout to optimize and simplify the project

components especially with respect to spillway, desilting requirement, surge

shaft and head race tunnel.


8-4

The topography of the area was further studied to locate alternative dam site.

After collecting preliminary site data and reconnaissance survey of the site, an

alternative-II were studied.

Alternative I – As proposed in PFR; Alternative-II - Dam at Padyarna village and

Power House on the right bank near Dam and TRT out fall near Kwar village as

proposed in the PFR.

Desk studies of all the alternative proposal were carried out and comparison

made in respect of installed capacity and merit of the various alternative vis a vis

utilization of available head and it revealed that the layout envisaged in

Alternative II seems attractive with respect to layout optimization, sizes of the

project components and overall benefit. Thus, the layout as above i.e.

Alternative II was been taken up for detailed investigation.

The results of further geological investigations carried out has revealed

availability of limited zone of competent rock mass for housing underground

power house and associated structures. This constraint necessitated some

changes in the initial layout of the project, notable among them being

replacement of power intakes with power dam blocks, layout and sizes of

caverns of power house complex, and optimization in size and alignment of

water conductor system and installed capacity. It is this revised layout that is

presented in this report.

8.2.3 Conclusion

Desk studies of all the alternative proposals were carried out and comparison

made in respect of installed capacity and merit of the various alternative vis-a-vis

utilization of available head and it revealed that the modified layout envisaged in

alternative II seems attractive with respect to geological setup, layout

optimization, sizes of the project components and overall benefit.

The layout as above i.e. Alternative II, was taken up for detailed investigation in

2007. Since then, results of additional investigations have necessitated further


8-5

optimization of layout and sizing of the project components, which are presented

and discussed in this DPR.

8.3 INDUS WATER TREATY ASPECT

The Kwar project is proposed on the Chenab river which is one of the western

rivers covered in the Indus Water Treaty, 1960. The parameters of the project

have been planned in accordance with the provision of the treaty. Following

aspects of the treaty has been considered while fixing the project parameters.

8.3.1 Pondage

The Kwar project is situated downstream of the Naunut (Latitude 33º21’01” North

and Longitude 75º53’39” East) and as such no storage could be provided as per

the treaty. However, the pondage as mentioned in the run of the river plant in

para 8 of Annexure D of the treaty has been proposed considering the following

operation of the plant:

a) The volume of water received in the river upstream of the plant, during

any period of seven consecutive days shall be delivered into the river

below the plant during the same seven day period. and

b) Volume of the water delivered in the river below the plant in any one

period of 24 hrs shall not be less than 50% and not more than 130% of

the volume received above the plant during the same 24 hrs period.

8.3.2 Minimum Drawdown Level

The FRL of the project has been decided on the basis of tailrace level of

upstream project (i.e Kiru Project). The MDDL has been fixed at EL 1372.0 m

on the basis of reservoir area capacity curve thus providing pondage of 9.16

Mcum between FRL and MDDL.

8.3.3 Power Intake Level

The power plant is proposed to operate between head water level of EL

1385.0m and EL 1372.0 m. In order to keep the flow condition in the intake

smooth and to avoid the vortex formation, water seal above the intake centerline

has been provided as per IS guidelines. On the basis of this the centre-line level


8-6

of intake has been fixed at EL 1362.025 m, the size of opening being 5.65 m x

5.65 m.

8.3.4 Spillway Crest Level

In order to ensure passage of design flood discharge of 10534 cumec, the crest

level of four nos. of orifice spillways have been kept at EL. 1330.0 m. In

combination with 1 no. crest spillway with crest level at 1368.0m, the level of

spillway crest would facilitate entry of silt-free water inside the water conductor

system. The above parameters shall be optimized on the basis of model study.

The proposed orifice spillway shall be used for dual purpose of sediment

management and passing of design flood.

8.3.5 Free Board

The free board for the concrete gravity dam has been calculated as per the

guidelines of IS 6512 and IS 10084. A free board of 2.0 m has been provided

which is reasonable considering the height of the dam, reservoir length, wind

velocity etc.

8.4 RIVER DIVERSION WORKS


For the construction of concrete gravity dam and appurtenant works, the river

diversion is proposed to be carried out through 1 no.9.5 m diameter concrete

lined, horse shoe shaped diversion tunnel located on the left bank of the river.

The diversion tunnel has been designed for passing 1 in 25 years non-monsoon

(1st October to 15th May) flood of 1041 cumec.

8.4.2 Coffer Dams

Rock-fill cofferdams with a central impervious core shall be provided. Axes of

these coffer dams shall be located about 115.0 m upstream and 350.0 m

downstream of the proposed dam axis. The top level of 23m high upstream and

14m high downstream cofferdams has been provided at EL 1315.0 m and EL

1292.0 m respectively.


8-7

8.5 THE DAM

8.5.1 General

The proposed concrete gravity dam with its top at EL 1387.0 m has a length of

195 m. The top width of the dam varies from 12.5 m to 14.6 m.

8.5.2 Dam Height

The full reservoir level of the project has been finalized based upon the tail water

level of upstream project (i.e. Kiru Project). The dam site, at Padyarna village

has exposed rock on both the abutments and the valley is relatively narrow.

Considering the above, dam location has been kept at this site. Dam height of

101 m high above river bed level has been proposed. The height of dam above

deepest foundation level is expected to be of the order of 109 m.

8.5.3 Type of Dam

Considering the shape of the valley, rock exposure on the abutments and

relatively low depth of overburden in the river (7 to 10m), a conventional

concrete gravity dam has been proposed. The spillway has been

accommodated in the central portion of the concrete dam. The power intakes

have been provided in separate power dam blocks in the right portion of the

concrete dam.

8.5.4 Dam Arrangement

The proposed dam is concrete gravity dam across the river with dam top at EL

1387.0m. The bedrock level at dam axis is at EL 1283.0m. Initial 4-5m depth

of rock is expected to be weathered and as such after accounting for removal of

this portion of rock, the deepest foundation level has been proposed as EL.

1278.0 m. Thus the height of dam above deepest foundation level is expected

to be of the order of 109 m. Min. top width of dam is proposed to be kept as

12.5 m, which shall provide for carriageway of the road.

8.5.5 Reservoir

The full reservoir level has been kept as EL 1385.0 m. This level has been fixed

keeping in view the TWL at the outlet of Kiru Project. The project is run of the


8-8

river scheme with pondage as per provision of Indus Water Treaty 1960. The

gross storage capacity of the reservoir shall be 27.167 Mcum and the live

storage at pre-sedimentation stage is 9.16 Mcum respectively.

8.5.6 Spillway

To pass the excess water from dam, spillway section has been provided. The

overflow section of 64 m width comprises of four low level spillway blocks, with

crest level at EL 1330.0 m, each of 16.0m width with 9.5 m clear waterway and

discharging capacity of 3221 cumec each. The thickness of the piers shall be

designed by FEM analysis & may be increased during detailed design stage.

One no. crest spillway with crest level of 1368.0m is also proposed with opening

size of 9.5m x 17m and discharging capacity of 884 cumec. With one gate

inoperative, the remaining three bays with one no. crest spillway are capable of

discharging the design flood of 10534 cumec. The height of each orifice spillway

opening has been kept as 13.8 m. Each spillway has been provided with a

hydraulically operated radial gate. Upstream of radial gate, stop-log gate has

also been proposed in order to facilitate maintenance of radial gates.

8.5.7 Outlet for Environmental Releases

In addition to the spillways, an outlet for (mandatory) environmental releases has

also been provided, with a discharging capacity of 16.49 to 74.09 cumec and

size of gate opening as 2.6 m x 2.0 m.

8.5.8 Construction sluices

To facilitate construction of dam, 4 numbers construction sluices have been

proposed with crest at EL. 1300.0 m. The size of each construction sluice is 3.1

m x 5.0 m. These construction sluices will cater for passing monsoon flood

during construction. Each construction sluice has discharge capacity of 289

cumec at EL 1336.60 m.

8.5.9 Non Overflow Section

Out of total dam length of 195 m, five bays of spillway shall cover 80 m length.

Remaining length of dam has been provided as non-overflow sections. On the

left bank two number non-overflow blocks of 16.0 m width and 16.725 m width


8-9

have been provided. On the right bank, four power dam blocks of 15.0 m width

each and one non-overflow block of 22.08 m width have been provided.

8.5.10 Stability Analysis

The preliminary stability analysis for over flow and non-overflow sections has

been carried out in accordance with IS: 6512 for various load combinations and

found within the permissible limits as per code. In-situ rock mechanics tests

have also been conducted in the dam drifts for confirmation of parameters, and

have been adopted in the design. Study for site specific Earthquake parameters

has been completed by Department of Earthquake Engineering, IIT Roorkee

which has been subsequently approved by National Committee on Seismic

Design Parameters (NCSDP).

8.5.11 Energy Dissipation Arrangement

A ski jump type energy dissipation arrangement has been provided at

downstream of spillway. Flip bucket of radius 44.0 m with invert level at EL.

1311.478 m and lip angle of 34 has been adopted. The lip has been provided

at EL 1319 m. A preformed plunge pool with lowest bed level at EL. ±1262.0 m

and of size 60.0 m x 60.0 m has been proposed. The energy dissipation

arrangement will, however be optimized on the basis of hydraulic model studies

before finalization of engineering designs.

8.5.12 Dam Instrumentation

As the project envisages a high concrete gravity dam, instrumentation shall be

provided to monitor behavior of the dam during construction as well as operation

stage. At this stage percentage provision has been made in the cost estimate for

instrumentation. 7 numbers of drawings for instrumentation have been prepared

and submitted with this updated DPR. Further detailing shall be carried out

during detailed design.

8.6 POWER DAM AND INTAKE

4 nos. power dam blocks with one intake each have been provided to lead the

water to the powerhouse. The invert of intake structure has been kept at EL.


8-10

1359.20 m, to keep the intake relatively silt free. Each intake structure has been

provided with trash rack structure at its entry. The maximum permissible velocity

through trash rack has been kept as 1.5 m/s. The top of power dam is at EL

1387.0 m.

8.7 PRESSURE SHAFTS AND PENSTOCKS

The water from each intake is carried by 5.65 m finished diameter penstocks

and pressure shafts. Full length of penstocks / pressure shafts is proposed to

be steel lined to take care of pressure rise in case of load rejection. After the

lower vertical bend at bottom, each penstock / pressure shaft leads to a unit of

135 MW each. The space around steel liner shall be back-filled with concrete.

To facilitate excavation and erection of steel liner, independent erection

platforms have been proposed at the top of each pressure shaft, in addition to

an adit and erection gallery at the bottom of the shafts.

8.8 POWER HOUSE

8.8.1 General

The underground powerhouse is located on the right bank of River Chenab near

dam axis. The powerhouse complex comprises the following main feature:

Power house cavern with four generating units & MIV.

Control Room Cavern.

Transformer cavern.

GIS Cavern.

Access Tunnel to PH and TC.

Adit cum Cable Tunnel.

Downstream surge arrangement.

Outdoor Pothead yard.

The proposed powerhouse will have an installed capacity of 540 MW (4

generating units of 135 MW each). The units are spaced at a distance of 27.0 m

centers. The turbine centerline is placed at EL 1245.55 m. The excavation level

of the draft tube pit is at EL 1230.75 m. TRT outlet is proposed at EL 1266.50 m.


8-11

8.8.2 Layout of Power House Complex

Powerhouse cavern and other associated caverns/galleries have been provided

inside the ridge at the right bank of Chenab River. The layout of the

powerhouse complex is shown in Drawing No. NHKR-D-41-GA-005. The layout

of individual caverns / galléries is discussed below:

8.8.3 Power House Cavern

Powerhouse cavern having width of 23.30 m consists of 112 m long machine

hall housing 4 units placed at 27 m c/c. Service bay of length 28 m has been

located at EL. 1258.65 m at one end of cavern, and an equipment gallery of

length 30 m and size 10 m D-shaped has been provided at the other end (Unit-

4), also at EL. 1258.65 m. The overall size of power house cavern is 140 m x

23.3 m x 50 m.

8.8.4 Control Room Cavern

Due to geological and topographical constraints, the Control Room has been

located in a separate cavern aligned perpendicular to the main power house

cavity. The size of cavern is 40 m x 15 m x 28.8 m, and the building itself has 5

levels (excluding roof). It is connected to the service bay of power house by

means of an adit cum cable gallery of size 30 m x 6 m x 15.3 m.

8.8.5 Transformer cum Draft Tube Gate Cavern

Transformer cavern of size 116 m x 17 m x 16 m, has been proposed 54.45 m

downstream of powerhouse cavern at EL. 1310.0 m. It is aligned parallel to the

main power house cavern and is connected to it by means of an inclined cable

cum escape gallery and 4 nos. inclined bus ducts. The draft tube gates shall be

operated from the transformer cavern and hence, independent gate hoists are

located towards the downstream wall of the cavern. An unloading bay has been

provided at one end of the cavern and therefore, in this portion, the height of the

cavern is raised accordingly. At the other end of the cavern, a gallery of size 26

m x 11.5 m x 10 m has been provided for housing equipment and providing

connectivity to power house through escape cum cable gallery.


8-12

8.8.6 GIS Cavern

As in the case of control room cavern, the GIS cavern has been located

separate from the transformer cavern, due to geological and topographical

constraints. Aligned parallel to the transformer cavern, it is offset from it by 15 m.

The overall size of GIS cavern is 65 m x 15 m x 16 m. At one end of the GIS

cavern, the access to transformer cavern passes through it. At the other end, an

adit cum cable tunnel provides connectivity to the pothead yard.

8.8.7 Access Tunnel to Power House and Transformer Cavern

A main access tunnel (MAT) of length ±610 m and size 8.0 m D-shaped with

portal invert at EL 1310.0 m has been provided for permanent access to power

house and control room caverns. Access to transformer cavern is by means of a

branch tunnel of length ±310 m, which is connected to MAT at EL. 1292.726 m.

The downstream surge gallery for TRT-2 is connected to access tunnel to TC at

EL. 1310.0 m. Access to lower erection gallery for pressure shafts is provided

through a tunnel of size 8.0 m, D-shaped, which branches out from surge gallery

for TRT-2. Length of this tunnel is ±305 m. For excavating crown portion of

power house, a construction adit of size 6.0 m x 6.5 m has been provided

between the control room cavern and service bay end of power house cavern.

For excavating crown portion of GIS and transformer caverns, an adit cum cable

tunnel has been provided, as discussed below in 8.7.8.

8.8.8 Adit cum Cable Tunnel

An adit cum cable tunnel of size 6.0 m x 6.5 m and length ±275 m has been

provided with portal invert at EL. 1305.0 m, near pothead yard. This tunnel

meets the GIS cavern at EL. 1318.5 m, for facilitating excavation of crown

portions of GIS and transformer caverns. After excavation, the same adit will

serve as cable tunnel between GIS and pothead yard.

8.8.9 Downstream Surge Arrangement

Considering the length of the downstream waterway, provision of surge

arrangement is required as per transient study. Tail race system comprises of 4

nos. draft tubes merging into 2 nos. tail race tunnels. The surge arrangement


8-13

consists of a combination of individual draft tube gate shafts, draft tubes and

manifold and surge galleries, one for each TRT. The gate shafts are of size 5.4

m x 7.5 m, with bottom at EL. 1235.65 m and top at EL. 1310.0 m, opening into

transformer cavern. The size of draft tube gate opening is 7.0 m x7.0 m. The

surge galleries of length 750 m each are 10.4 m in diameter and Horse Shoe-

shaped. Invert levels of the surge galleries are EL. ±1234.5 m at the bottom and

EL. 1310.0 m at the top. The downstream surge gallery for TRT-2 is connected

to access tunnel to TC and downstream surge gallery for TRT-1 open out with a

separate portal at EL. 1310.0m. The maximum up-surge and minimum down-

surge levels are EL. 1303.0 m and EL. 1246.40 m, respectively.

8.8.10 Outdoor Pothead Yard

An outdoor Pothead Yard is proposed to be accommodated on the right bank, in

a bench of size 150 m x 35 m, at EL. 1315.0 m. An adit cum cable tunnel of size

6.0 m x 6.5 m and length ±275 m is proposed to connect the GIS cavern to

pothead yard, with invert level at portal being EL. 1305.0 m. From the portal to

pothead yard, a cable trench is proposed to be provided for a length of ±90 m.

8.9 TAIL RACE TUNNEL SYSTEM

The Tail Race system comprises of 4 nos. draft tubes merging into 2 nos. tail

race tunnels. Shortly downstream of the merging points, the downstream surge

galleries branch out from each TRT, as discussed above. The diameter of

tailrace tunnel has been proposed as 9.5 m, to optimize tunnel hydraulics

including downstream surge arrangement, and also to ensure stability of

excavation of TRT. The lengths of the tunnels are 2786 m and 2963 m. To

facilitate the construction of TRT, an intermediate construction adit of size 6.0 m

x 6.5 m and length 560 m has been provided with portal invert at EL. 1300.0 m.

The adit is proposed to be concrete lined in invert and shall be plugged later

after completion of the project work.

8.10 TAILRACE OUTLET WORKS

Each tailrace tunnel opens into a tailrace outlet structure, with a common tail

pool of varying length and an outlet weir. The outlet structure has been provided


8-14

with gate arrangement to isolate the unit from downstream side. The maximum

tail water level is calculated to be 1291.8 m corresponding to PMF. The gate

operation platform is proposed at EL. 1293.0m. The crest level of gate is at EL

1265.0 m and crest level of outlet weir is at EL. 1266.50 m.

8.11 HYDRO-MECHANICAL EQUIPMENTS

8.11.1 GENERAL

As per planning & layout of civil structures, following hydro-mechanical

equipments are proposed for Kwar Hydroelectric Project: -

8.11.2 DIVERSION TUNNEL GATES AND HOISTS

For the purpose of closing diversion tunnels, two numbers fixed wheel type

gates for opening size of 3.94 m wide x 9.50 m height have been envisaged at

the inlet of tunnel. The gates shall have an upstream skin plate & upstream

sealing. The sill of gate is located at EL 1293.00M. The gates are to be designed

for water head corresponding to water level EL 1336.70M which is

corresponding to mean annual flood. The deck level of the diversion tunnels has

been fixed at EL 1338.00M.

The gates shall be operated by means of dedicated electrically operated rope

drum hoists of capacity not less than 120T located on the hoist platform installed

over trestles above the deck level. These gates are not envisaged to be kept in

partial open condition and are meant for one time closure during lean season.

During closure of DT gates water shall be passed through construction sluices

and spillways. The diversion tunnel shall be plugged before the start of reservoir

filling.

8.11.3 CONSTRUCTION SLUICE GATES AND HYDRAULIC HOISTS

In addition to the Diversion Tunnel, four numbers construction sluices are

provided in the body of Dam. One number fixed wheel type gate for opening size

of 3.1m x 5.0m has been provided in each sluice. The gates shall have an

upstream skin plate & upstream sealing. The sill of the gate is located at EL

1300.00M. Sluice gates are capable of sustaining water loads up to FRL i.e.

1385.00M and designed to be lowered under unbalanced water head up to


8-15

1336.70M which is corresponding to mean annual flood. Each gate shall be

operated by means of an independent double acting hydraulic cylinder of

capacity not less than 125T Pull and 70T Push & a power pack located in the

operation gallery. A watertight bonnet and bonnet cover is also provided at the

top of groove in the gate operation chamber to avoid any ingress of water into

the gallery.

Construction sluice shall be closed by lowering the gates in each groove for

construction of concrete plug. Suitable sized air vent pipe shall be embedded in

the downstream of gate of all four construction sluices for aeration purpose and

to reduce hydrodynamic forces on the gate during operation. A monorail hoist of

capacity not less than 15T shall be provided to facilitate erection of gates and

hydraulic hoist system.

8.11.4 ORIFICE TYPE SPILLWAY RADIAL GATES & HYDRAULIC HOISTS

Spillways consist of four nos. orifice type bays of opening size 9.50 m x 13.80 m

with crest at EL 1330.00M. Four submerged type radial gates for opening size of

9.50 m x 13.80 m shall be provided to control the discharge through the

spillways. The radial gates shall be designed to sustain and operate against a

head corresponding to FRL i.e. EL 1385.00M. Each gate shall be operated by

means of two hydraulic cylinders, each of capacity not less than 330T, and a

power pack. The gate operation shall be done from individual local control

panels as well as from remote control system located at the dam control room

(DCR), with provision of gate position indication in powerhouse control room.

Steel liner has been proposed to be provided underside of breast wall, in the

piers and spillway glacis along the flow path from upstream of Stoplog to

downstream of spillway radial gates to prevent erosion of piers and spillway

glacis concrete resulting in damage of sill beams of spillway Stoplog and radial

gates.

Two numbers trolley mounted mobile gasoline engine operated power pack

capable of operating one gate at 1/4th of the normal rated speed is also

envisaged.


8-16

One no. oil filter unit to purify the hydraulic oil, one unit contamination checking

kit for checking of contamination level of the hydraulic oil & one no. low vacuum

dehydration and degasification unit to remove water and gases from the

hydraulic oil shall be provided to cater for hydraulic hoists envisaged in the HM

equipment.

8.11.5 CREST TYPE SPILLWAY RADIAL GATES & HYDRAULIC HOISTS

Spillways consist of one number crest type bay of opening size 9.50 m x 17.00

m with crest at EL 1368.00M. One number crest type radial gate for opening size

of 9.50m x 17.00m shall be provided to control the discharge through the

spillway. The radial gates shall be designed to sustain and operate against a

head corresponding to FRL i.e. EL 1385.00M. Each gate shall be operated by

means of two hydraulic cylinders of 150T capacities each, and a power pack.

The gate operation shall be done from individual local control panels as well as

from remote control system located at the dam control room (DCR), with

provision of gate position indication in powerhouse control room.

8.11.6 SPILLWAY STOPLOG & GANTRY CRANE

The inspection and maintenance of the Spillway Radial Gates (Orifice type as

well as Crest type) shall be carried out by using one set of wheel type stoplog on

the upstream side of these gates. The stoplog shall be fabricated in four units for

opening size 9.50 m wide x 17.00 m high for Crest type Spillway Radial Gate.

Except top unit, all three units shall be interchangeable. The same stoplog shall

be used for inspection and maintenance of Orifice type Spillway Radial Gates

also.

The stoplog shall have upstream skin plate and downstream sealing. The

stoplog shall be designed for a head corresponding to FRL i.e. EL 1385.00M

and shall be operated under balanced head condition. The top unit shall be

provided with a filling–in-valve to create balance head condition. The stoplog

units shall be kept over latches in the stoplog grooves. The stoplog units shall be

operated by means of a gantry crane of 130T capacity and a lifting beam. Gantry

rails (upstream rails on concrete girder and downstream rails on breast wall)


8-17

shall be provided at the deck level for movement of the gantry crane across

spillway bays. Suitable cross travel shall also be provided in gantry crane to

handle Stoplog units in bays/storage groove.

8.11.7 ENVIRONMENT RELEASE GATE AND HOIST

For environmental release of water, one number slide type regulating gate and

one number slide type emergency gate for opening size of 2.60 m wide x 2.00 m

height have been envisaged at the inlet. The gates shall have an upstream skin

plate & upstream sealing. The sill of the gates is located at EL 1369.90M. The

gates are to be designed for water head corresponding to water level EL

1385.00M. The deck level of the gate has been fixed at EL 1387.00M. A

watertight bonnet cover is provided at the top of groove to avoid any ingress of

water into the gate operation niche/chamber.

The gate shall be operational under any water head between elevations EL

1369.90M to EL 1385.00M. The gates shall be operated by means of double

acting hydraulic hoists of 90T capacity and a common power pack located on

the deck level. Suitable steel cover shall be provided at Deck Level EL

1387.00M to cover the gate operation niche/chamber

8.11.8 POWER INTAKE GATES, HOISTS, INTAKE BULKHEAD AND GANTRY

CRANE, TRASH RACK & TRASH RACK CLEANING MACHINE

Four nos. power tunnel intakes are located on right bank to feed water to

Pressure shaft/turbine units. Dedicated fixed wheel type gate for opening size

5.65 m wide x 5.65 m height shall be provided for each intake. The sill of the

gates is located at EL 1359.20M. The gates are to be designed for a head

corresponding to FRL i.e. EL 1385.00M. The gates shall have an upstream skin

plate & upstream sealing. The gates shall be capable of lowering against

unbalanced head corresponding to FRL i.e. EL 1385.00M. The gate shall be

lifted under balanced head conditions created by crack opening of gate against

U/S water level up to FRL i.e. EL 1385.00M. The gates shall be operated by

means of dedicated rope drum hoists with lifting capacity not less than 90T

installed on hoist supporting structure at Intake deck level at EL 1387.0 m.


8-18

For maintenance and inspection of intake gate, one set of slide type bulkhead

made of 3 units for opening size 8.5m wide X 8.9m height has been proposed on

the upstream side. The sill of the bulkhead is located at EL 1357.59 m and

bulkhead shall be designed for corresponding to FRL i.e. EL 1385.0 m. The gate

shall have upstream skin plate & downstream sealing. The top unit of stoplog

shall be provided with filling in valve to create balanced head condition before

lifting of the units.

The bulkhead shall be operated under balanced head condition by means of a

gantry crane of 130 T capacity located on the intake deck and shall be lowered

only for inspection and maintenance of the Intake gate embedded parts. The

balance head shall be achieved by using filling-in-valve provided in the

bulkhead.

It is proposed to provide steel liners in the lower bell mouth area of intake along

the flow path from downstream of Intake bulkhead up to transition of pressure

shaft to prevent erosion of concrete resulting in dislodging of sill beams.

On upstream face of the intakes, trash rack Inclined at 10 degree with vertical

shall be provided. Each of four trash rack shall be for opening of size

approximately 15.0m wide x 32.20 m vertical height and shall be fabricated in

panels of suitable sizes. A total of four such screens are provided in the intake

structure for complete covering of intakes.

The cleaning of the trash rack shall be done by means of trash rack-cleaning

machine installed on the intake deck. The machine will be mounted on rail tracks

running across the intakes. Suitable grapple arrangement shall also be provided

with TRCM. Provision shall be made for suitable capacity trash removal

trolley/vehicle.

8.11.9 PENSTOCK STEEL LINER

Four number pressure shaft of size 5.65 m fully steel lined take off from the d/s

of Dam intake gate. Steel liner of diameter 5.65 m consist of transition, straight,


8-19

vertical and inclined ferrules, three inclined bends, one compound bends, thrust

collar etc. for each lane, to feed four nos. turbines placed in the power house.

Steel liner shall be designed for internal pressure equal to static head plus the

induced water hammer due to normal Wicket gate operation as well as for the

external pressure as per IS: 11639 (Part 2). Accordingly the thickness of liner

shall be adopted and provision of stiffeners shall be made.

8.11.10 DRAFT TUBE GATES AND HOISTS

To isolate turbines from the tailrace tunnels to cater to the inspection /

maintenance requirements of turbines, one number fixed wheel type gate having

skin plate on tail race side & sealing on turbine side has been provided in each

of the four draft tubes. The clear opening of the gate is 7.0 m wide 7.0 m

height. The sill of the gate shall be located at EL 1235.65M. The gate shall be

designed for water levels corresponding to TWL EL 1270.00M corresponding to

all four units are running, and checked for TWL EL 1291.80M corresponds to

PMF. The gates shall be capable to be lowered under unbalanced condition.

The raising of gates shall be under balanced head created by operation of filling

in valves provided in the gates.

Each gate shall be operated by means of dedicated rope drum hoists with lifting

capacity not less than 125T installed on hoist supporting structure at deck level

1310.00M.

8.11.11 TRT OUTLET GATES AND ROPE DRUM HOISTS.

Each tailrace tunnel is provided with a gate of opening size 9.5 m wide x 9.5 m

height at the outlet. Wheel type gate suitable for the above opening is provided

to isolate the tunnel/generating unit from tail water. The sill of the gate is located

at EL. 1265.00M. The gate shall have skin plate and sealing on the riverside.

The TRT gates shall be capable of lowering against unbalanced head

corresponding to EL 1291.80M which is corresponding to PMF with turbine units

closed. The opening of the gates shall be under balanced head creating by

crack opening of the gate. These gates shall be suitably designed to sustain a

water head in the river at EL 1291.80M.


8-20

Each gate shall be operated by means of a dedicated rope drum hoist with lifting

capacity not less than 125T installed on hoist supporting structure at Deck EL

1293.00M.

8.11.12 INSTRUMENTATION AND AUTOMATIC RESERVOIR MONITORING AND

CONTROL SYSTEM

One complete set of microprocessor based remote control system shall be

provided in dam control room for the operation of spillway radial gates and

Environmental release gates. The programmable reservoir monitoring and

control system shall include all necessary instrumentation like water level

measuring instruments, gate position indicators, transducers, terminals,

contacts, cabling etc. The status indications shall also be made available in the

powerhouse control room. The communication system shall be bridged through

fiber optic cable.

One uninterruptible power supply to provide back up (minimum 30 minutes) to

the system in case of failure of main power supply to equipments shall also be

provided.

8.11.13 DIESEL GENERATOR SET

One number 500 KVA, three phase synchronous type 415 volts, 50 Hz diesel

generator sets with acoustic enclosures has been envisaged for the emergency

operations of the HM equipments at the dam site. The diesel generating sets

shall be suitably located to provide back-up supply to gate operating equipments

and to computerized control system in case of power failure.

0 7.5 15 22.5 KM.

METALLED ROADS

LEGEND

NALA

RIVER

R

IV

E

R

IN

D

U

S

C H I N A

T I B E T

DHARAMSALA

NOT TO SCALE

KANGRA

J A M M U & K A S H M I R

UMASI P.

SIARI

KHAPALU

TOLTI

MUZAFFARABAD

(North Kashmir)

BARAMULA

R

I

V

E

R

C

H

E

N

A

B

R

I

V

E

R

J

H

E

L

U

M

P A

K

I S

T

A

N

PUNCH

MIRPUR

JAMMU

P U N J A B

AMRITSAR

PATHANKOT

KATHUA

KISTHWAR

UDHAMPUR

SRINAGAR

RIASI

DODA

TISA

KARGIL

DRAS

A F G H A N I S T A N

CHILAS

R

IV

E

R

G

IL

G

IT

GILGIT

RANDU

R

I

V

E

R

I

N

D

U

S

GILGIT

WAZARAT

SARKADU

R

I

V

E

R

S

H

Y

O

K

TSO MORARI

H

I

M

A

C

H

A

L

P

R

A

D

E

S

H

CHUMAR

R

IV

E

R

IN

D

U

S

NYOMA RAP

KUMDOK

SHUKPA

KUNZANG

CHUSHUL

R

I

V

E

R

S

H

Y

O

K

LEH

(LADAKH)

UPSHI

MARKHA

PADAM

ABRING

KHALSI

SUTAK

SHYOK

DEMCHOK

HANLE

R

I

V

E

R

G

A

R

T

A

N

G

PAMZAL

DEHRA COMPAS

C H I N A

KARAKORAM

PASS

HAJILANGAR

CHUNG TASH

QIZIL

JILGA AKSAI

CHIN

SALT

LAKE

JAMMU

RAMNAGAR

RAMBAN

KOPRA

CHINENI JAGIR

UDHAMPUR

TAWI

CHINENI

MUNGRI

C

H

E

N

A

B

CH

AN

DR

A

C

H

E

N

A

B

O

R

BATOT

R

IV

E

R

DORU

JAWAHAR TUNNEL

SHAHABADSUNDAR TOP

GAROL

BHADARWAH

WAH

CHERLA

R

I

V

E

R

BH

AG

A

BANJWA

PROJECT AREA

KHASHLDTAN

KHARIHAL

M

A

R

U

S

U

D

A

R

R

.

KISHTWAR

WARZAKHAIN

R

IV

E

R

C

H

E

N

A

B

RIV

ER

M

A

R

A

U

BHATA

SINGPAR

PAKAL

HANZAL

GUMIN

1. INTERNATIONAL BOUNDARY.

2. STATE BOUNDARY

3. RIVER

4. ROAD

5. CAPITAL

6. OTHER TOWNS, VILLAGES

LEGEND

KWAR HYDROELECTRIC PROJECT (J & K)

N

P.K.Gupta,

Chief(Geo)

INDEX PLAN

PREPARED BY

SUBMITTED BY

APPROVED BY

SUSHIL ALMADI

Executive D/Man

Ajay Singh,

Assistant Manager(Geo)

DATE

JUNE 2012

NHPC LIMITED

CHENAB VALLEY POWER PROJECTS (P) LTD.

(A Joint Venture of NHPC,JKSPDC & PTC(I) Ltd.)

NHKR-D-41-GA-001

201500N

202000N

202500N

608000E

608500E

609000E

609500E

610000E

610500E

611000E

202000N

202500N

203000N

203500N

609000E

609500E

610000E

610500E

611000E

607500E

1

4

5

0

1

4

0

0

1350

1300

1600

1650

1700

1

7

5

0

1700

1650

1

6

0

0

1

7

5

0

1

8

0

0

1

5

5

0

1

5

0

0

1

5

0

0

1

4

5

0

1

4

0

0

1900

1

3

5

0

TO GALHAR

(4 KM)

1

3

0

0

1

4

0

0

1

5

0

0

1. ALL DIMENSIONS ARE IN MM. AND LEVELS AND RDS ARE IN METRES.

2. THIS DRAWING IS FOR DETAILED PROJECT REPORT ONLY.

NOTES :-

DIVERSION TUNNEL

DOWNSTREAM

COFFER DAM

PENSTOCK

ADIT EL.1300

1

4

5

0

1

5

5

0

1

8

5

0

N

TO PULLAR VILLAGE

HORSE SHOE

NHKR D 41 GA 002 01

POWER INTAKE

POWER HOUSE CAVERN

TRANSFORMER / GIS CAVERN

KWAR HYDROELECTRIC PROJECT

EFFECTIVE DATE- 29.11.2010

CH.

REV. No. 02IMS/DED/F-02

00

DATE REVISION OR ISSUES

FOR DPR PURPOSE ONLY

BY. APP.

NHPC Limited

CHENAB VALLEY POWER PROJECTS (P) LTD.(A Joint Venture of NHPC,JKSPDC & PTC(I) Ltd.)

JUN.2012

1000 200 300 M

SCALE :-

PROJECT LAYOUT PLAN

201500N

ACCESS TUNNEL TO

TRANSFORMER CAVERN

1

5

5

0

1

3

0

0

1

3

5

0

1

6

0

0

1

5

0

0

1

6

5

0

1

4

5

0

1400

1300

1450

1

4

0

0

1

3

5

0

TRT OUTLET

ADIT-CUM-SURGE

GALLERY FOR TRT-1

1800

1

7

0

0

1

7

5

0

JUN.2012

CABLE TUNNEL

ADIT-CUM-SURGE

GALLERY FOR TRT-2

U/S COFFER DAM

HORSE SHOE

ADIT CUM

CABLE TUNNEL

POT HEAD YARD

01

01

01

01

01


CH.


DATE REVISION OR ISSUES BY. APP.

NHPC Limited


FOR DPR PUPOSE ONLY


00

SCALE-:

0 70 140 210 M.

1. ALL DIMENSIONS ARE IN MILIMETRE AND

ELEVATIONS IN METRE.

2. THIS DRAWING IS FOR DETAILED PROJECT

REPORT ONLY.

NOTES -:

NHKR D 41 GA 003 01

1500

1450

1400

1350

1300

1250

1550

1600

1650

1463.594

1235.65 1234.40

1493.269 1632.843

1236.17

161551

NATURAL SURFACE LEVEL

TUNNEL INVERT LEVEL

PARTIAL LENGTHS

CUMULATIVE LENGTH

SLOPE

CURVE DATA R50000

1617.655

1236.87

63429 855201

1439.17

1246.30

41119

R95000

1413.93

1246.76

584701

1345.35

1253.20

18516

R95000

224980161551 1080181 1121300 1706001 1724517

EL

EV

AT

IO

N IN

M

ET

RE

S

1700

1750

1200

1500

1450

1400

1350

1300

1250

1550

1600

1650


TUNNEL INVERT LEVEL

PARTIAL LENGTHS

CUMULATIVE LENGTH

SLOPE

CURVE DATA

1345.35

1253.20

18516

R95000

1341.78

1253.41

478368

1475.00

1258.68

2409

R20500

1475.00

1258.71

544749

1363.74

1264.72

15938

R25000

1340.31

1264.89

9800

1318.34

1265.00

9500

1724517 2202885 2205294 2750043 2765981 2775781 2785281

EL

EV

AT

IO

N IN

M

ET

RE

S

1700

1750

1200

DAM AXIS

JUN-12

SLOP 1 IN 91

NOV-16 01

SECTION REVISED &

ISSUED FOR REVISED DPR

EL.1266.5

NSL UNIT-2

1529.987

1235.65 1234.40

1532.854

218503

218503

1236.66

1704.418

63430

1237.32

1709.423

932878

1246.99

1456.957

41218

1247.41

1417.643

594222

1253.57

1450.458

18523

281933 1214811 1256029 1850251 1868774

R50000 R95000 R95000

1500

1450

1400

1350

1300

1250

1550

1600

1650


TUNNEL INVERT LEVEL

PARTIAL LENGTHS

CUMULATIVE LENGTH

SLOPE

CURVE DATA

EL

EV

AT

IO

N IN

M

ET

RE

S

1700

1750

1200


CH.


DATE REVISION OR ISSUES BY. APP.

NHPC Limited


FOR DPR PUPOSE ONLY


00

SCALE-:

0 70 140 210 M.




REPORT ONLY.

NOTES -:

NHKR D 41 GA 004 01

1500

1450

1400

1350

1300

1250

1550

1600

1650


TUNNEL INVERT LEVEL

PARTIAL LENGTHS

CUMULATIVE LENGTH

SLOPE

CURVE DATA

EL

EV

AT

IO

N IN

M

ET

RE

S

1700

1750

1200

1253.57

1450.458

18523

1253.76

1450.260

461769

1258.55

1660.000

11163

1258.67

1658.665

448002

1263.31

1500.000

63935

1263.97

1445.000

99210

1265.00

1300.000

9500

1868774 2330543 2341706 2789708 2853643 2952853 2962353

R95000 R95000 R100000

TRT ADIT

RD 1558.018

INVERT EL. 1285.75

SLOPE 1 IN 97

JUN-12

NOV-16 01

SECTION REVISED &


EL.1266.5

EL.1305

T

R

A

N

S

F

O

R

M

E

R

C

A

V

E

R

N

MAIN ACCESS TUNNEL

(8000 D-SHAPED)

EL.1258.65

P

O

W

E

R

H

O

U

S

E

MAT

EL.1310

ADIT-CUM-SURGE

GALLERY FOR TRT-1

EL.1270.15

C

O

N

T

R

O

L

B

L

O

C

K

G

I

S

R

O

O

M

EL.1270.45

EL.1271.14

CABLE CUM

ESCAPE GALLERY

EL.1292.726

ANCHOR BLOCKS

ADIT-CUM-SURGE

GALLERY FOR TRT-2

EL.1258.65

TRANSFORMER CAVERN

POWER HOUSE

EL.1244.23EL.1234.675

2

0

2

0

0

0

N

2

0

2

1

0

0

N

2

0

2

2

0

0

N

2

0

2

3

0

0

N

6

0

9

9

0

0

E

6

1

0

1

0

0

E

6

1

0

2

0

0

E

6

1

0

3

0

0

E

6

1

0

4

0

0

E

6

1

0

6

0

0

E

6

1

0

7

0

0

E

6

1

0

5

0

0

E

2

0

1

9

0

0

N

2

0

1

8

0

0

N

2

0

1

7

0

0

N

2

0

1

6

0

0

N

2

0

2

0

0

0

N

2

0

1

8

0

0

N

2

0

1

7

0

0

N

2

0

2

1

0

0

N

2

0

2

3

0

0

N

2

0

2

4

0

0

N

6

0

9

9

0

0

E

6

1

0

5

0

0

E

6

1

0

6

0

0

E

6

1

0

7

0

0

E

6

1

0

4

0

0

E

6

1

0

3

0

0

E

6

1

0

1

0

0

E

6

1

0

0

0

0

E

6

0

9

8

0

0

E

6

0

9

7

0

0

E

2

0

2

4

0

0

N

RIV

ER

CH

EN

AB

1290

A

1

4

2

0

1

4

0

0

1

3

8

0

1

3

6

0

1

3

4

0

1310

1651.862

1

5

7

0

1330

1310

1

3

0

0

1350

1

4

5

0

1

5

5

0

1

3

9

0

1

4

5

0

1

4

6

0

1

4

7

0

1

4

3

0

1

4

2

0

1410

1

4

0

0

1

3

9

0

1

3

8

0

1370

1360

1

3

5

0

1

3

4

0

1

3

3

0

1

3

2

0

1310

1300

1

4

3

0

1300

1

2

9

0

1320

1

3

4

0

1

3

6

0

1

3

7

0

1

3

8

0

1

2

9

0

1

3

1

0

1

3

2

0

1

3

3

0

1340

1

4

3

0

1

4

2

0

1390

1360

1380

1

4

0

0

1470

1480

1500

1520

1530

1

6

7

0

1

6

9

0

1

7

0

0

1

6

6

0

1

6

4

0

1

6

2

0

1

6

0

0

1

5

8

0

1310

1

5

3

0

1

5

0

0

1

5

4

0

1560

1580

1600

1620

1

6

4

0

1650

1670

1300

1320

1330

1340

1350

1360

1370

1380

1

4

0

0

1

4

2

0

1

4

4

0

1

4

6

0

1480

1

5

0

0

1

5

2

0

1

6

9

0

1

7

0

0

1

7

2

0

RIV

ER

CH

EN

AB

1570

1

6

0

0

1550

1300

DAM, POWER HOUSE & ADITS

GENERAL ARRANGEMENT

D 41 GA 005 01

JUN.2012

NHKR

1

3

5

0

DAM AXIS

UPSTREAM

COFFER DAM

DOWNSTREAM

COFFER DAM

EL. 1292.0

JUN.2012

NOTES :-

1. ALL DIMENSIONS ARE IN MM, GRID AND ELEVATIONS

IN METRES.


REPORT ONLY.6

1

0

0

0

0

E

1

4

4

0

1

5

8

0

1

6

0

0

1620

1

6

4

0

1

6

6

0

1

6

8

0

1

7

0

0

2

0

2

5

0

0

N

2

0

2

2

0

0

N

6

0

9

6

0

0

E

6

0

9

5

0

0

E

6

0

9

8

0

0

E

6

0

9

7

0

0

E

6

0

9

6

0

0

E

2

0

2

5

0

0

N

2

0

2

0

0

0

N

6

1

0

0

0

0

E

2

0

2

0

0

0

N

NOV.2016 01

P

O

W

E

R

H

O

U

S

E

1

4

5

0

1

5

5

0

1

3

5

0

NOTES :-

1. ALL DIMENSIONS ARE IN MILIMETRES AND



REPORT ONLY.

DAM

OUTLET FOR ENVIRONMENTAL

RELEASE

0 5 10 15M.

SCALE:-


CH.


00

DATE REVISION OR ISSUES

ISSUED FOR DPR

BY. APP.

NHPC Limited

KWAR HYDROELECTRIC PROJECT ( J & K )


01ISSUED FOR UPDATED DPR

DAM AXIS

12500

DAM TOP EL.1387.00

FRL EL.1385.00

0.8

1

0.3

1

AIR VENT PIPE

SECTION THROUGH SPILLWAY FOR ENVOIRNMENTAL RELEASE

OUTLET FOR

ENVIRONMENTAL

RELEASE

2600 (W) X 2000 (H)

X = 60Y

2

EL. 1317.00

R

2

0

0

0

0

EL. 1334.00

23300

8000

EL.1369.90

EMERGENCY GATE

SERVICE GATE

STEEL HATCH COVER

1310

R

O

P

E

B

R

ID

G

E

1

3

9

0

1310

1330

1350

1360

1

3

8

0

1400

1420

1300

1320

1

3

4

0

1300

N

EL.1242.50

2

7

0

0

0

2

7

0

0

0

2

7

0

0

0

5

5

0

7

0

4

6

2

3

1

3

8

5

2

0

3

2

7

4

4

PENSTOCKS

34461

44861

55261

65661

1

3

6

0

1

3

8

0

1

4

0

0

1

4

2

0

2

0

1

9

0

0

N

6

1

0

2

0

0

E

6

1

0

3

0

0

E

PENSTOCKS & PRESSURE SHAFTS

ERECTION PLATFORMS

GENERAL ARRANGEMENT

A

DAM AXIS

PLAN

SECTION

LOWER PENSTOCK

ERECTION GALLERY

(8000 D-SHAPED)

SILT FLUSHING

GALLERY

JUN.2012

NHKR D 41 GA 021 00

SCALE-:

30 M20100

6

1

0

2

5

0

E

2

0

1

9

5

0

N

2

0

1

8

5

0

N

2

0

1

8

0

0

N

1290

1300

1310

1320

1330

1340

1350

1360

1370

1380

1390

RIV

ER

CH

EN

AB

EL.1368

EL.1356

EL.1334

EL.1314

A

PRESSURE

SHAFT-1

NSL

NSL

EL.1339.00

EL.1326.00

EL.1313.00

EL.1300.00

PRESSURE

SHAFT-2

PRESSURE

SHAFT-3

PRESSURE

SHAFT-4

1

8

1

8

1

8

1

8

1280

EL.1314.00

EL.1334.00

EL.1356.00

EL.1368.00

NSL

ERECTION

PLATFORM PS-1

ERECTION

PLATFORM PS-2

ERECTION

PLATFORM PS-3

ERECTION

PLATFORM PS-4

ANCHOR BLOCKS

NOTES-:

1. ALL DIMENSIONS ARE IN MILLIMETRES AND

LEVELS IN METRES.


REPORT ONLY.

3. POST-TENSIONED TENDONS SHALL BE

PROVIDED DURING DETAILED DESIGN AS PER

SITE REQUIREMENTS.

4. PRESSURE RELIEF HOLES AND CONSOLIDATION GROUTING

SHALL BE PROVIDED AS PER SITE REQUIREMENTS.

JUN-12

NOV-16 00

NHKR D 41 GA 026

PLAN AT EL.1232.25

POWER HOUSE

APP.REVISION OR ISSUES

FOR DPR PURPOSE ONLY

00

DATE CH.BY.


EFFECTIVE DATE- 29.11.2010REV. No. 02IMS/DED/F-02

NHPC Limited


1. ALL DIMENSIONS ARE IN MILLIMETERS AND LEVELS

ARE IN METERS.

2. THIS DRAWING IS FOR DETAILED PROJECT REPORT

ONLY.

0 4 8 12 M

SCALE :-

NOTES :-

00

27000

2762

8600

U4

DRAFT TUBE

ST

AIR

S

27000

8600

DRAFT TUBE

27000

8600

DRAFT TUBE

18924

8600

DRAFT TUBE

B

D

C

12100

11200

23300

PLAN AT EL.1232.25

U3 U2 U1

PENSTOCK-4 PENSTOCK-3 PENSTOCK-2 PENSTOCK-1

4800

10000

4314

9924 7076 9924 7076 9924 7076 8662

27000 27000 31000

12076

4800

5300

4800

SLOPE SLOPE

EL.1231.75

7500

7000

27000

9000

20300

DE

WA

TE

RIN

G

SU

MP

DR

AIN

AG

E

SU

MP

9500

500

9100

10000

27000 31000

JUN-2012

JUN-12

NOV-16


NOTES:-



2. CONFIGURATION OF SPILLWAY & ENERGY

DISSIPATION ARRANGEMENT SHALL BE

OPTIMISED ON THE BASIS OF MODEL STUDY.

KWAR HYDROELECTRIC PROJECT ( J & K )

NHPC Limited

APP.BY.

ISSUED FOR UPDATED DPR

REVISION OR ISSUESDATE

00

IMS/DED/F-02REV. No. 02

CH.


NOV. 2016

NOV.2016

NHKR D 41 GA 041 00

SCALE:-

0 7.5 15.0 22.5m

9000 12500

DAM CREST SPILLWAY SECTION


Executive Summary

CHAPTER –9

POWER PLANT, ELECTRICAL &

MECHANICAL EQUIPMENT


9-1

CHAPTER – 9

POWER PLANT, ELECTRICAL AND MECHANICAL EQUIPMENT

9.0 INTRODUCTION

Kwar H.E. Project envisages installation of four generating units of 135 MW

each, operating under a rated design head of 103.1m placed in an underground

power house located on river Chenab in Kishtwar district of Jammu & Kashmir

state. The generation voltage is proposed to be 13.8 KV. This voltage will be

stepped up to 400 KV voltage level by single-phase step up transformers.

The generator transformers are placed in a separate cavern downstream of

power house cavern which shall be connected to its respective generators by

isolated phase bus ducts. The transformers & bus reactors will be further

connected to the Gas Insulated Switchgear placed in another separate

underground cavern through 400 KV XLPE cables. Provision of 2 No. 400 KV

outgoing line bays have been kept for evacuation of power from this project

along with the provision of 3 No. single phase 41.67 MVAR, 400 KV bus

reactors. 2 No. Outgoing 400 KV feeders from GIS shall be connected to

pothead yard, located outside the power house through 400 KV XLPE cables.

The 540 MW Power from Kwar H.E. Project would be fed to the Northern grid.

The Salient features of the Project are mentioned as per below:

Installed capacity 540 MW

No. & size of units 4 units of 135 MW

Type of Power house Underground

Rated Design head 103.1 m

Maximum net head 110.0 m

Minimum net head 94.4 m

Type of Switchgear 400 KV Gas Insulated Switchgear


9-2

Turbine type Francis

Speed of turbine 166.67 RPM

Generation voltage 13.8 KV

Transmission voltage 400 KV

GSU Transformer 55 MVA, 1 phase, 13.8/400/3 KV

Overall efficiency of Unit 92%

9.1 MECHANICAL EQUIPMENTS

9.1.1 Turbines

The turbine would be of vertical shaft, Francis type, directly coupled to the

generator. Each turbine would be designed for its rated output of 137.76 MW at

rated net head of 103.1m in order to deliver rated generator output of 135 MW.

The provision would also be made for 10% continuous overloading. The rated

speed of turbine would be 166.67 rpm & the efficiency of turbine has been taken

as 94.0%. The turbine characteristics would be selected such that the optimum

efficiency falls close to the rated output of the unit.

The spiral casing would be of suitable cross-section fabricated from carbon steel

plates. The stay rings would be of cast steel/fabricated welded to the spiral

casing and would guide the water to the runner. The draft tube would be of

fabricated structural steel, with adequate stiffening ribs. The runner would be

integrally casted, made of stainless steel G-X5 Cr-Ni 13-4 material. The main

turbine parts in the path of water i.e. the runner, top cover liners, bottom ring

liners and wicket gates would be of stainless steel for improved resistance to

wear. To counter the silt erosion effect, these items would have HVOF coating

and in addition, provision of one set of spare runner, guide vanes, check plates

and labyrinth would also be made. Bottom runner removal arrangement would

be provided for repair and easy maintenance of runner.


9-3

9.1.2 Main Inlet Valves

Main inlet valve of butterfly type with a diameter of 4.6 m would be provided at

the inlet of spiral casing of each turbine & connected to penstock on upstream

side through matching piece for maintenance of turbines and for emergency

isolation of the turbine in the event of governor failure. MIV would be housed in

the Power house cavern with a 20 degree entry of penstock in Power house

cavern.

9.1.3 Governor

The governor of each unit would be of the digital-hydraulic type with electronic

speed sensing, electronic hydraulic transducer, oil-pressure actuator and an air-

oil pressure (OPU) system. Speed, gate opening, gate limiter positioning etc will

be indicated both on the governor cubicle and on the unit control board, to

facilitate supervision of operation of the unit. The controls would include

provision for emergency shutdown of unit in case of:

- Loss of pressure in the oil pressure vessel of the governor oil system.

- Excessive temperature rise in bearings.

- Excessive speed rise in the unit.

- Emergency closing of the MIV in case of excessive speed rise.

- Electrical faults.

9.1.4 Power House EOT Cranes

It is proposed to install two numbers EOT cranes with 220 ton main hook

capacity each, auxiliary hooks of 45 ton & monorail of 10 ton capacity designed

to travel the full length of the power house. Both the EOT cranes shall be used in

tandem to handle the rotor. The capacity of EOT crane has been selected on the

basis of preliminary assessment of rotor weight including weight of lifting

arrangement & design margin. For handling the rotor, both of the powerhouse


9-4

EOT cranes would operate in tandem & shall be controlled by one cabin. Two

monorail cranes shall be installed, one on each of the EOT cranes.

9.1.5 GIS Crane

One No. Electric overhead traveling crane of 10 Ton capacity would be installed

in the GIS cavern for the erection & maintenance purposes.

9.1.6 Transformer unloading crane

Since the Transformer cavern is at higher elevation than Power house service

bay level, one no. Electric overhead crane of 90/30T capacity would be installed

in the draft tube gate cum transformer cavern. The crane would be used for

loading, unloading & movement of transformers within the underground

transformer cavern.

9.1.7 Auxiliary Systems of the Power Station

(a) Cooling Water System

Water for the closed loop cooling water system will be taken from the draft tube.

This system would provide for the cooling of turbine and generator bearings,

turbine shaft seal, generator transformer and other selected services. Necessary

equipment/system will be included to provide silt free water for cooling

requirements to minimize the damages due to silt.

(b) Fire Protection system

A complete fire protection system shall be provided for the powerhouse,

Transformer cavern, GIS cavern, Pothead yard, Control block and other areas.

Water for the fire protection system would be drawn from the tail race and stored

in an elevated tank through pumps.

High velocity type mulsifier fire protection system along with nitrogen fire

injection system shall be provided for GSU Transformers. MVWS spray shall be

provided for cable galleries/tunnels and control room. Portable fire extinguishers


9-5

of different types shall also be provided at strategic points at all the floors of

powerhouse, transformer cavern, GIS cavern and Pothead yard area for the

protection in case of fire emergencies. Fire hydrants shall also be located at

strategic points in Power House as well as other areas.

(c) Drainage and Dewatering System

A dewatering system would be provided in Power house with suitable number of

pump motor sets arranged to dewater passages of the turbine and draft tube for

each unit. A separate station drainage system, with suitable number of pump

sets, would also be provided to drain and pump off miscellaneous inflows, and

ground water seepage in the power house. Starting and stopping of the pumps

would be automatic, controlled by level switches in the dewatering/drainage

sumps.

Drainage system shall also be provided in pressure shaft bottom Adit, Main

access tunnel, Transformer & GIS caverns. Provision of pumps for emergency

drainage shall also be kept.

(d) Heating, Ventilating and Air conditioning System

Each powerhouse shall be provided with adequate ventilating and air

conditioning system as required to maintain the control room, work areas, Power

house cavern, Transformer cavern & GIS cavern at the selected temperature &

humidity levels. The temperature and humidity levels would be selected to suit

the requirement of equipment and plant staff.

(e) Oil Handling System

Oil handling system for transformer oil and lubricating oil will be provided with

suitable piping, valves, tanks, purifiers etc. In addition, portable type oil purifiers

will also be provided.

(f) Station Compressed Air System

Two Sets of high pressure (HP) compressed air system with operating pressure

of 60 bars would be installed to meet the requirements of the governor oil system

& operation of Main Inlet Valve (MIV).


9-6

Four sets of compressed air system with an operating pressure of 15 bars would

also be installed for compressed air requirements for synchronous condenser

operation mode of generating units.

Two Sets of low pressure (LP) compressed air system with operating pressure of

7 bars would be installed to meet the requirements of generator brakes, fire

fighting system and station service air.

(g) Portable Water & Sanitary Service

Water from the cooling water system would be used to supply the plant’s

portable and sanitary water needs. The potable water would be filtered and

chemically treated as required.

(h) Public Address and Surveillance System

A suitable public address and surveillance system like CCTV camera, personal

identification system etc. will be installed in the Power house complex area to

facilitate the communication and desired security in the power house area.

(i) Elevator

One no. Electric elevator will be provided in the Control block cavern. It will be

designed for 16 persons and approximately load of 2000 Kg and have landings

at all floors of the Control block cavern. One additional inclined type industrial

escalator would also be provided between the passage/escape gallery from

transformer cavern to the PH building and would be designed for 16 persons and

approximately load of 2000 Kg.

(j) Workshop

A Mechanical workshop with machine tools as i.e. lathe, drills, grinder, welding

machine, milling machine and general tools and work benches, etc. would be

provided to carry out normal repairs of the equipment in each powerhouse.

(k) Testing Equipment

A test laboratory will be provided to carry out normal testing of the power house

equipment. The laboratory will be equipped with custom made CTs, KW meters,

HV test set, Oil testing set, Meggars, Relay testing set, rectiformers etc.


9-7

9.2 ELECTRICAL EQUIPMENTS

9.2.1 Generators

Each synchronous generator would be of direct driven, vertical shaft, salient pole

type complete with air cooled stator, rotor, shaft, thrust and guide bearings,

upper bracket, lower bracket and other components

directly coupled to the turbine. It would be rated for a continuous output of 165

MVA (includes 10% continuous overloading), 50Hz at a power factor of 0.9 and

rated voltage of 13.8 KV capacity. The provision of synchronous condenser

mode of operation of generator would also be made along with the necessary

associated equipments. The efficiency of the generator has been taken as

98.0%.

The stator and rotor would be transported in sections, so that the weight and size

of the heaviest package is kept within transport limitations.

The generator would be semi-umbrella type in construction with thrust bearing

cum lower guide bearing at the bottom & upper guide bearing at the top portion.

Generator bearing arrangements would include an automatic high-pressure oil

injection system, which would provide an oil film at the thrust bearings surface, to

prevent damage during starting and stopping of the unit. A high-pressure oil

system would also be provided for jacking up the generator rotor for

maintenance purposes.

The windings of stator/rotor would be provided with class ‘F’ type insulation. The

line terminals of the generator would be suitable for connection to the isolated

phase bus conductors. The neutral side of the generator would be grounded

through a resistor loaded distribution transformer in order to ground the star

point.

The generators would be air cooled in a closed system designed to meet class

‘B’ insulation temperature limits with air-water heat exchangers mounted on the

stator frame. Water based fire protection system shall be provided. Generator


9-8

protection shall be provided through latest technology numerical relays having

necessary protections.

9.2.1 Static Excitation System

The Excitation system of the generator would be of the static type and shall

include digital type voltage regulator, field suppression equipment and the

associated accessories. The voltage regulation system would continuously and

instantly respond to correct any change in the generator voltage and maintain it

within its prescribed limits over the entire operating range of the generator. The

excitation system shall be equipped with all type of limiters & protection system.

The power for the excitation system would be obtained from a dry type excitation

transformer, through tapoff bus duct connected directly to the generator voltage

bus.

9.2.3 Bus Duct

Each generator would be connected to its step-up transformer by means of air

insulated isolated phase bus ducts. The tentative current rating of the Bus duct is

chosen in accordance with IS/International standards as 8000A . The isolated

phase bus duct system would incorporate the required number of current and

voltage transformers for protection and metering on line and neutral side of the

generator. The bus would be provided with suitable lightening arrestors and

surge protections. Required number of tap off duct shall be provided from 13.8

KV main isolated bus duct for connection to UATs, Excitation transformer’s and

LAVT/SAVT cubicles placed in the horizontal portion of the respective bus duct

gallery.

9.2.4 Generator Step–Up Transformers

The step up transformers proposed would be single–phase units necessary to

meet the transportation limitations to the project site. The transformers would be

rated, 13.8/400/3 KV, 55 MVA, 1, 50 Hz. The transformers shall be oil-


9-9

immersed with OFWF cooling & would be placed in separate transformer cavern.

In order to meet contingencies due to failure of any of the transformers, one no.

spare transformer would be provided. The transformers shall also be equipped

with necessary protection equipment & relays.

9.2.5 Control, Monitoring and Protection System

Control, Monitoring and Protection system will be of fully automated type. It will

be of the latest state of art available in the world market at the time of

procurement. The power generating station would be centrally controlled from

the central Control room/station which will be PC based computerized work

stations.

Metering will include measurement of all standard quantities and recorders for

constant monitoring of power generated and transmitted. Control would include

all the necessary devices and schemes required to efficiently control the various

systems of the plant, monitor the systems, their operation and identify points of

trouble. The automatic control would include unit start/stop, synchronizing,

emergency shut down etc. and joint control of the units. All protection, metering,

control and plant supervisory systems will be seamlessly integrated.

Additionally, Unit controllers will be provided locally near each unit with provision

for human machine interface, for the local control of units and its associated

auxiliaries. On-line monitoring, plant supervisory and data acquisition system will

be provided for monitoring and diagnostics need of plant for optimum and

smooth operation.

9.2.6 Auxiliary Power Requirements

Power requirements of the Unit & Station auxiliaries would be provided through 2

No. 11 KV Switchgear boards, one placed inside power house cavern & other in

the pothead yard. These 11 KV switchgears would be fed through 4 No. Station


9-10

auxiliary transformers, 2 Nos. 11 KV regional supply feeders & 2 Nos. Diesel

generating Sets of 1000 KVA, 11KV rating.

The respective Station auxiliary transformers (SAT), each of 4000 KVA, 13.8/11

KV rating would be fed directly through tap-off bus duct connected to its

respective 13.8 KV generator voltage bus.

Power requirements of the Station auxiliaries would be provided through Two (2)

no. Station service boards (SSB’s) which would be fed from 2 No. Station

Service Transformer (SST) of rating 2500KVA, 11/0.415 KV. These SST’s would

be provided power from 11KV Switchgear placed inside power house cavern.

Power requirements of the Unit auxiliaries would be provided through their Unit

Auxiliary boards (UAB) which would be fed from their respective dry type unit

auxiliary transformer (UAT) rated 800 KVA, 11/0.415 KV. These UAT’s would be

provided power from the 11KV Switchgear placed inside power house cavern.

Two nos. Diesel generating Sets of rating 1000 KVA, 11KV to meet the start up

power, emergency station supply and contingencies are proposed & would be

connected directly to 11 KV Switchgear placed in the outdoor pothead yard area.

Similarly, 2 nos. 500 KVA, 11 KV/415 V transformers for Dam area, 1 no. 400

KVA, 11 KV/415 V transformer for the pothead yard area & 1 no. 250 KVA, 11

KV/415 V transformer for TRT area shall also be provided. All these transformers

would be fed from the 11 KV Switchgear placed in outdoor pothead yard area.

9.2.7 11 KV Switchgear

The 11 KV Switchgear system would comprise of two 11 KV switchgear boards,

one placed inside the power house cavern & other in the outdoor pothead yard.

These two boards would be inter-connected through 2 No. 11 KV XLPE cables.

The 11 KV Switchgears would include all necessary protection equipment and

relays.

11 KV Switchgear at power house would comprise of total 13 bays including 4

incoming feeders from SATs, 6 No. outgoing feeders for UATs & SSTs, one bus


9-11

coupler bay & 2 No. interconnection bays for its connection to 11 KV switchgear

of pothead yard.

11 KV Switchgear at pothead yard would comprise of total 12 bays including two

no. 11 KV regional supplies incoming feeders, two no. D.G. set supply incoming

feeders. The 4 No. outgoing feeders would include 2 No. feeders for Dam area,

1 No. feeder for TRT area & 1 No. feeder for Pothead yard area. 1 No. bus

coupler bay, 2 No. interconnection bays for its connection to the 11 KV

switchgear of power house with 1 No. outgoing spare feeder would also be

provided.

9.2.8 D.C. Supply System

A 220 volt DC System with two sets of 2000AH capacity battery bank would

provide power for the control of switchgear, for the protection and control

equipment, and for emergency lighting of the power house. The batteries would

be provided with two battery chargers, each equipped with float and boost

charging facility with all protective devices necessary to protect the system from

damage. 220 V DC Distribution boards would be provided for feeding various

types of 220 V DC loads.

A 48 V DC system with two sets of battery chargers & two sets of 500 AH

capacity battery bank will be installed for the station communication and the

PLCC system. 48V DC Distribution boards would be provided for feeding various

48V DC loads.

9.2.9 Illumination System

The Power plant lightning would comprise interior and exterior lights as

appropriate for the entire power house area, transformer cavern & GIS building

and pothead yard area. A separate emergency lightning system fed from the 220

V DC station battery system would be provided for essential locations e.g.

control room, machine hall, GIS cavern, exits etc.


9-12

9.2.10 Equipment Grounding

The Power house, Transformer & GIS cavern and Pothead yard area would be

provided with separate main grounding grids and the two grids will be

interconnected. All non-current carrying equipment in the power house,

transformer & GIS cavern and pothead yard would be grounded separately and

connected to the main grounding grid. The grounding system would be designed

to minimize the touch & step potential within acceptable safe limits.

9.2.11 Gas Insulated Switchgear (GIS)

In view of shortage of space at the power house site, it is proposed to install 400

KV Gas Insulated Switchgear (GIS). The 400 KV GIS shall be placed in an

underground GIS cavern. The switching scheme proposed would incorporate

400 KV double bus arrangements to ensure reliability and flexibility in switching

without interruption. The 400 KV GIS would be connected to the generator step

up transformers through 400 KV XLPE cables. There would be total 8 nos. of

GIS bays with four bays for generator transformers, one bay for bus coupler,

provision of two bays for outgoing feeders & one bay for bus reactor. The GIS

bays would have circuit breakers, isolators, C.T, P.T, Earthing switches, surge

arrestors etc. The detailed characteristics and rating of the equipment would be

established during the detailed design stage.

9.2.12 Bus Reactors

Provision of 3 No. single phase bus reactors, each of rating 41.67 MVAR, 400

KV, 50Hz has been kept & being placed in the underground transformer cavern.

The reactors shall also be equipped with necessary protection equipment &

relays.


9-13

9.2.13 400 KV XLPE Cable

400 KV GIS would be connected to single phase generator step up transformers

placed in underground transformer cavern single-phase 400 KV XLPE cables.

One No. spare cable for the above would also be provided. One No. reactor bay

of 400 KV GIS would be connected to the single phase bus reactors placed in

underground transformer cavern by single-phase 400 KV XLPE cables. Also

feeder bays of 400 KV GIS would also be connected to the outdoor pothead yard

through single-phase 400 KV XLPE cables. The spare cables would be provided,

with sufficient slack at both ends for connection to any of the unit bays in GIS to

any of the unit step up transformers/bus reactors & pothead yard feeder bay

respectively. Therefore, total 23 No. single phase 400 KV XLPE cables

(including two spare cables) with terminal kits would be provided.

9.2.14 400 KV Outdoor Pothead Yard

Two No. outgoing feeders would be provided in the outdoor potyard area. The

outgoing feeders in pothead yard would have CVT, lightning arrestors, wave

trap, gantry structures etc.

9.2.15 Power Line Carrier Communication Equipment (PLCC)

For purposes of transmission line protection, remote control, data and voice

communication, transmission systems would have provision for installation of

PLCC equipments. The PLCC equipment (panels) would be provided for each

line for both sending & receiving ends by transmission line utility (i.e. PGCIL).

9.2.16 Power Evacuation System

The provision of total 2 nos. of 400 KV feeder bays have been kept. Space

provision for one no. additional bay in Potyhead yard area and GIS cavern has

also been kept.


Executive Summary

CHAPTER –10

ECONOMIC EVALUATION


10 - 1

CHAPTER -10

ECONOMIC EVALUATION

(Equity upfront)

10.0 GENERAL

Kwar Hydro-Electric Project (540 MW) has been contemplated as a run off the

river Scheme on the river Chenab in Distt. Kishtwar ,J&K, This project, has

been estimated to cost Rs. 4949.24 Crores at April 2016 Price Level including

Rs. 3221.86 Crores on Civil Works, Rs. 1041.38 Crores on Electrical Works,

Rs. 75.22 Crores on Security and Rs. 532.21 Crores on IDC & Rs. 25.98

Crores on Financing Charges. Sale Rate of Energy generated at Powerhouse

Bus Bars has been worked out as Rs. 6.21 / unit in 90% dependable year at

April 2016 P.L.

10.1 ENERGY CONTRIBUTION FROM THE PROJECT

The energy generation of the project with an installed capacity of (4 X 135 MW)

has been estimated at 1975.54 MU in a 90% dependable year.

10.2 PROJECT COST

The project has been estimated to cost Rs. 4949.24 Crores including IDC of

Rs. 532.21 Crores and Financing Charges of Rs. 25.98 Crores at April 2016

Price Level.

10.3 FIXED AND RUNNING CHARGES

i) Interest rate

The interest rate of 10.55% has been considered for working out the financial

return. The interest during construction has also been capitalized as 70% loan

and 30% equity.


10 - 2

ii) Return on Equity

For working out the unit cost of energy, the return on equity has been taken at

16.50% as per CERC guidelines.

iii) Depreciation

In accordance with the current practice Depreciation has been charged as

4.90% of total cost excluding cost of land for initial 12 years and then the rest of

the amount (90% of Total cost excluding cost of land – that booked during initial

12 years) has been booked uniformly for the balance life of the Project.

iv) Operation and Maintenance charges

According to CERC Guidelines, 2.0% of capital cost excluding cost of R & R has

been considered for operation and maintenance charges during generation period.

10.4 UNIT COST OF ENERGY

The unit cost of energy generated at bus bar, considering 16.5% return on

equity based on generation in 90% dependable year has been worked out as

Rs. 6.21 per unit at April 2016 P.L.

The Levellised Tariff at Present Day Cost at April 2016 price level works out to

Rs 5.77 per unit considering 12% free power to home state.

Rs in CroresPRESENT DAY COST 4391.05EQUITY 30% HALF YEARLY INTEREST RATE 5.28%LOAN 70% FINANCING CHARGES 0.75%

Years Total Financing Amount Receivable I.D.C Loan Outstanding Amount ReceivableCivil Electrical Security Hard Cost Charges Equity Loan at the end of Equity Loan

year

Expenditure up to Zero date 164.39 164.39

164.39 164.39

6 172.27 9.00 181.27 181.27 181.2712 286.47 0.10 9.00 295.57 295.57 295.5718 361.62 104.94 9.00 475.56 475.56 475.5624 528.68 147.67 9.00 685.35 25.98 368.00 343.34 9.06 352.40 368.00 352.4030 555.61 202.80 7.84 766.26 766.26 38.80 1157.45 805.0536 534.15 201.91 7.84 743.90 743.90 80.68 1982.03 824.5842 462.24 170.22 7.84 640.30 640.30 121.44 2743.77 761.7448 190.87 109.71 7.84 308.42 308.42 152.87 3205.06 461.2954 18.16 104.04 7.84 130.04 130.04 129.37 3464.47 259.41

Total 3274.45 1041.38 75.22 4391.0500 25.9800 1484.7735 2932.2623 532.21 12905.1837 1484.77 3464.47

FC 25.98 Crores Equity 1484.77IDC 532.21

Net cost of the project 4949.24 Crores Loan 3464.47

STATEMENT SHOWING IDC CALCULATION AT PRESENT DAY COST (APRIL 2016 PRICE LEVEL) (Equity upfront)

Hard Cost

(for the year)

10 - 3

Total cost including IDC Rs. 4949.24 Crores O&M Charges 2.50% Interest rate on Loan 10.55%Equity Rs. 1484.77 Crores nterest rate on Working Capital 12.80%

Auxiliary Consumption 1.20% Loan Rs. 3464.47 Crores Return on Equity 16.50%Cost of R & R Rs. 36.08 Crores 4.90% Discounting rate for LT-I 10.69%

Free power to home stat 13% Maintenance Spares of O & M charges 15.00% Minimum alternate tax 21.34%Net saleable energy in M 1698.10 Cost of Land except Reservoir Land Rs. 26.33 Crores Corporate Tax 34.61%

YEAR Charges/Unit Discounting DiscountedOutstanding Interest Depre- Return O&M Total (Rs. per Unit) Factor @ Tariff

Loan on loan ciation on equity Tax Charges O&M for Maintenance2 months Averag Interest Total 10.69% (Rs. per1 month Spares Billing Unit)

1 2 3 4 5 6 7 8 9 10 11 12 13 141 3464.47 352.77 241.39 244.99 66.46 122.83 10.24 18.42 175.77 26.17 1054.60 6.21 1.0000 6.212 3223.08 327.30 241.39 244.99 66.46 130.98 10.92 19.65 172.86 26.04 1037.16 6.11 0.9034 5.523 2981.70 301.84 241.39 244.99 66.46 139.68 11.64 20.95 170.05 25.94 1020.29 6.01 0.8162 4.904 2740.31 276.37 241.39 244.99 66.46 148.96 12.41 22.34 167.34 25.87 1004.03 5.91 0.7374 4.365 2498.92 250.90 241.39 244.99 66.46 158.85 13.24 23.83 164.74 25.83 988.42 5.82 0.6661 3.886 2257.53 225.44 241.39 244.99 66.46 169.40 14.12 25.41 162.25 25.83 973.50 5.73 0.6018 3.457 2016.15 199.97 241.39 244.99 66.46 180.64 15.05 27.10 159.89 25.86 959.31 5.65 0.5437 3.078 1774.76 174.50 241.39 244.99 66.46 192.64 16.05 28.90 157.65 25.93 945.91 5.57 0.4912 2.749 1533.37 149.04 241.39 244.99 66.46 205.43 17.12 30.81 155.56 26.05 933.35 5.50 0.4437 2.44

10 1291.99 123.57 241.39 244.99 66.46 219.07 18.26 32.86 153.61 26.21 921.68 5.43 0.4009 2.1811 1050.60 98.11 241.39 244.99 129.67 233.62 19.47 35.04 162.59 27.79 975.55 5.74 0.3622 2.0812 809.21 72.64 241.39 244.99 129.67 249.13 20.76 37.37 160.98 28.05 965.86 5.69 0.3272 1.8613 567.82 56.39 66.69 244.99 129.67 265.67 22.14 39.85 131.36 24.75 788.16 4.64 0.2956 1.3714 501.13 49.35 66.69 244.99 129.67 283.31 23.61 42.50 133.26 25.52 799.53 4.71 0.2670 1.2615 434.44 42.31 66.69 244.99 129.67 302.12 25.18 45.32 135.36 26.35 812.14 4.78 0.2413 1.1516 367.74 35.28 66.69 244.99 129.67 322.18 26.85 48.33 137.68 27.25 826.06 4.86 0.2180 1.0617 301.05 28.24 66.69 244.99 129.67 343.58 28.63 51.54 140.23 28.21 841.38 4.95 0.1969 0.9818 234.35 21.21 66.69 244.99 129.67 366.39 30.53 54.96 143.03 29.25 858.20 5.05 0.1779 0.9019 167.66 14.17 66.69 244.99 129.67 390.72 32.56 58.61 146.10 30.37 876.61 5.16 0.1607 0.8320 100.96 7.13 66.69 244.99 129.67 416.66 34.72 62.50 149.45 31.57 896.72 5.28 0.1452 0.7721 34.27 1.81 66.69 244.99 129.67 444.33 37.03 66.65 153.40 32.91 920.39 5.42 0.1312 0.7122 66.69 244.99 129.67 473.83 39.49 71.07 158.27 34.41 949.59 5.59 0.1185 0.6623 66.69 244.99 129.67 505.29 42.11 75.79 163.78 36.06 982.70 5.79 0.1071 0.6224 66.69 244.99 129.67 538.85 44.90 80.83 169.67 37.81 1018.01 5.99 0.0967 0.5825 66.69 244.99 129.67 574.62 47.89 86.19 175.94 39.68 1055.66 6.22 0.0874 0.5426 66.69 244.99 129.67 612.78 51.07 91.92 182.63 41.68 1095.81 6.45 0.0789 0.5127 66.69 244.99 129.67 653.47 54.46 98.02 189.77 43.81 1138.63 6.71 0.0713 0.4828 66.69 244.99 129.67 696.86 58.07 104.53 197.38 46.08 1184.29 6.97 0.0644 0.4529 66.69 244.99 129.67 743.13 61.93 111.47 205.50 48.50 1232.98 7.26 0.0582 0.4230 66.69 244.99 129.67 792.47 66.04 118.87 214.15 51.08 1284.90 7.57 0.0526 0.4031 66.69 244.99 129.67 845.09 70.42 126.76 223.38 53.83 1340.28 7.89 0.0475 0.3732 66.69 244.99 129.67 901.21 75.10 135.18 233.22 56.77 1399.33 8.24 0.0429 0.3533 66.69 244.99 129.67 961.05 80.09 144.16 243.72 59.90 1462.30 8.61 0.0388 0.3334 66.69 244.99 129.67 1024.86 85.41 153.73 254.91 63.24 1529.45 9.01 0.0350 0.3235 66.69 244.99 129.67 1092.91 91.08 163.94 266.84 66.80 1601.06 9.43 0.0316 0.30

(A1) (B1)Note: 1. The charges per unit is exclusive of water cess, spares, incentive & Income Tax etc 215.9705 10.06 58.05

evellised Tariff (LT) in Rs.=(B)/(A) LT-I 5.77

Interest on Working CapitalANNUAL FIXED CHARGES (Rs, in Crores)

KWAR H.E. PROJECT (540 MW)Calculation of Energy Rate with Present Day Cost (April 2016 P. L. ) (Equity upfront)

Annual Generation in a 90% dependable year

1975.54Rate of increase of O&M Charges

(compounded)6.64%

Depreciation

2. MAT @ 20.01% has been applied for Ist 10 years during tax holiday after that corporate tax @ 30% on which 7.50% surcharge and 3% cess has been considered.

10 - 4

1 Installed capacity 540 MW

2 Cost of the Project (Net) Rs. 4417.03 Crores(Including Financing Charges @ 0.75% of Loan Amount)

3 Interest During Construction Rs. 532.21 Crores

4 Total Cost of Project Rs. 4949.24 Crores(Including IDC)a) Equity 30% Rs. 1484.77 Croresb) Loan 70% Rs. 3464.47 Crores

5 Annual Energy Generation 1975.54 MU

6 1.2% As Auxiliary Consumption of No. 5 1.20% 23.71 MU

7 Energy Available After Auxiliary Consumption 1951.83 MU

10 Free Power to Home State 13% 253.74 MU

11 Energy Available After Allowing Free Power 1698.10 MU

12 Annual Fixed Chargesa) Interest on Loan 10.55% 352.77 Croresb) Depreciation Charges 4.90% 241.39 Croresc) O&M Charges 2.50% 122.83 Croresd) Return on Equity 16.50% 244.99 Crorese) Minimum alternate Tax @ 21.34% 66.46 Crores

SUB-TOTAL 1028.44 Croresf) Interest on Working Capital 12.80% 26.17 CroresI) O&M Charges for 1 month 10.24II) Maintenance Spares 15.00% 18.42III) 2 Months Average Billing 175.77

TOTAL Rs. 1054.60 Crores

13 Sale Price at Bus Bar/Unit 6.21 Rs.

14 Levellaized Tariff 5.77 Rs.

KWAR H.E. PROJECT, (April 2016 PRICE LEVEL)UNIT COST OF ENERGY AT BUS BAR AT CURRENT PRICE LEVEL

(Based on 16.5% return on equity, 10.55% Interest on Term Loan, 0.75% Financing Charges and 12.80% interest on working capital)

10-5


Executive Summary

CHAPTER –11

CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING


11 -1

CHAPTER - 11

CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING

11.0 GENERAL:

Kwar Hydroelectric Project is a run of the river scheme proposed to harness

the hydel potential of Chenab River. The project is located in Kishtwar

district of Jammu & Kashmir, envisaging utilisation of 102.5 m of rated head

available between proposed Concrete Gravity Dam and the Powerhouse.

Construction methodology and selection of equipment has been planned

with the aim to commission the project in a total period of four and half years

(excluding infrastructural works). Major construction works shall start from

2nd month after necessary initial mobilization and the project shall be

commissioned in 54th month. Available working season in a year in the

project area shall be 12 months for all underground works and 9 months for

surface works.

The project headquarter is located at Kishtwar which is about 240 kms from

Jammu, the winter capital town of J&K. The dam site is about 40 kms from

Kishtwar. The nearest rail head is Udhampur. The nearest domestic airport

is at Jammu and the international airport is at New Delhi.

Since major works of the project are proposed to be executed through

contract, some provisions of machinery like material trucks, tippers, trailers,

motor grader, dozers, road rollers and other Q special T&P required for

carrying out the infrastructural works have been made in the project

estimate. Provisions for inspection vehicles, personnel carriers, ambulances

and field workshop equipment have also been made in the estimate for

infrastructural facilities.

Equipment planning for all the project components has been carried out in

the upcoming pages and optimization studies have been conducted as if the

works are to be executed under single package of Contract.


11 -2

The construction methodologies for different components of the project are

as under:

11.1 DIVERSION TUNNEL:

1 No., 685 m long, 9.5 m finished diameter, Horse-shoe shaped diversion

tunnel on the left bank of river Chenab shall be excavated through drilling &

blasting by heading & benching method. Excavated diameter of diversion

tunnel shall be 10.3 m. The total time for excavation and concreting of

Diversion tunnel shall be 13 months commencing from 2nd month including

excavation and establishment of portals. Heading and Benching of D/T will

be done from both the faces of the tunnel simultaneously. For the excavation

of Diversion tunnel, equipment like 2-boom drill jumbo, 2.5 cum side dump

loader & 20/25 t Multi-axle Rear dumpers have been proposed for

deployment. Concreting shall be taken up in two parts i.e. Overt and Invert.

The concreting and grouting shall be completed in 5.5 months. 2 nos. of

10m tunnel gantry have been proposed for concreting so that concrete in

one gantry can be poured everyday in tunnel. 6 cum transit mixers and 60

cum/hr concrete pumps etc. have also been proposed to facilitate the

concreting. As such total diversion tunnel would be completed in 13 months

time.

11.2 COFFER DAM:

It has been envisaged that the coffer dams shall be constructed / repaired

three times during entire construction period of the project. Construction of

coffer dam with the placement quantity of rock fill materials shall be carried

out in a period of 3.5 months including excavation & grouting etc. It is

proposed to use the useful excavated muck from the Diversion Tunnel as

well as abutment excavation in the construction of coffer dams. The

equipment required for the construction of the Coffer Dams would be 20/25t

rear dumpers, 2 cum Hyd. excavators, Dozers, Vibratory compactors etc.

11.3 CONCRETE GRAVITY DAM:

Abutment stripping of 101 m high & 195 m long dam will commence from 4th

month and will be completed in 16th month. River bed excavation will be


11 -3

completed in 2 months i.e. from 16th month to 17th month. 1.0/2.0 cum

Hydraulic Excavator, 20/25t Rear Dumper, Air Tracks, Diamond Core Drills,

Rock Breaker etc. will be used for dam excavation.

The concreting of 101 m high & 195 m long Concrete Dam will be started

from 18th month. The concreting quantity below RBL shall be placed in 3

months commencing from 18th months with the help of tower crane of the

capacity 10T@30 m radius. The remaining concreting quantity shall be

placed in 25 months commencing from 20th month with the help of same

tower crane used for concreting below RBL. One no. 38 cum/hr concrete

pump shall also be deployed to supplement the concreting requirement.

Batching & Mixing plants, Aggregate Processing Plants, Chilling plant, Ice

plant etc (of suitable capacities) shall be used for production of aggregates

and concrete placement. The U/s & D/s coffer dams will be constructed in

the successive seasons till dam level reaches up to EL 1370m.

11.4 INTAKE STRUCTURE:

Four numbers of intakes have been proposed to convey the water from dam

to powerhouse through 4 nos. pressure shafts/penstocks. Excavation of

intake structures would be carried out in 2 months commencing from 6th

month and completing in the 7th month. Excavation of intake portal would be

carried out with 1.0 cum hydraulic excavators, 20/25t multi axle rear

dumpers, wagon drills/crawler rigs etc.

Concreting of intake structure would be taken up from 43rd month and would

be completed in 6 months (effective) by 49th month. Other equipment

required for concreting purpose would be concrete pump, vibrators, 6 cum

transit mixers etc.

11.5 PRESSURE SHAFT:

4 nos. steel lined pressure shafts, 5.65 m circular finished diameter, having

max vertical length of 93 m max. And max. Total length (excluding vertical)

182.0m have been proposed for the four units to be installed at powerhouse.

Since adits at bottom of the pressure shafts have been provided, the

excavation of the vertical pressure shafts shall not depend on the


11 -4

excavation/ concreting of intake structure and therefore it will be an

independent activity. The excavation of vertical pressure shafts would be

carried out manually through full sinking method taking both shafts at a time.

The excavation of lower horizontal pressure shafts would be carried out from

intake side by normal drilling and blasting method taking two shafts at a time

with one set of equipment. The total period for excavation of pressure shafts

(vertical & bottom) would be 8 months starting from 31st month, 9 months

starting from 30th month, 11 months starting from 18th month & 13 months

starting from 16th month for PS 1, PS-2, PS-3 & PS4 respectively. Steel

liner erection and concrete back filling shall start from 30th month and end in

47th month in a period of 13 months.

11.6 POWER HOUSE:

4 X 135 MW (540 MW) underground power house located on the right bank

of the river Chenab shall be fed by four penstocks.

The excavation of Powerhouse (140m X 23.3m X 50m) would be taken up

after the excavation of construction adit to the powerhouse crown. This adit

would further be extended throughout the length of the powerhouse. This

excavation would take around 2 months. Further, this pilot tunnel would be

widened upto 25.62 m width in two stages in 4 months.

Power house excavation would be carried out initially by benching of 3 meter

from EL 1276 to EL 1273 in one month. Mucking would be carried out

through adits to crown of power house.

Power house excavation would be subsequently carried out by constructing

suitable ramps for benching down. Movement of equipment would be carried

out through ramps. For excavation from El 1273 to El 1258.65, mucking

would be carried out through adits to crown of power house in 6 months

including removal of the ramps.

Suitable ramps would be prepared to come down below El 1246 and

benching of the power house upto El 1237.3 would be carried out in 2

months. Mucking would be carried out through MAT.


11 -5

After reaching the EL 1237.3, pit excavation would be carried out in 2

months. After the excavation of draft tube pit, MAT ramp would be removed

in 1 month.

The excavation of power house cavern would require 13 months

commencing from 12th month and completing in 24th month.

The equipment required for this purpose are 2 boom drill jumbo, 1.0/2.0 cum

hydraulic excavator, 2.5 cum side dump loader, 20/25t multi axle rear

dumpers, wagon drills/ crawler rigs, jack hammers, shotcrete machine, grout

pump, concrete pump (38/60 cum/hr), vibrator, transit mixers etc. Batching &

mixing plant, aggregate processing plant would meet the concreting

requirement of power house.

11.7 TRANSFORMER CAVERN, GIS CAVERN & DT GATE HALL

The excavation of Transformer Cavern (116m X 17m X 16m) would be taken

up after the excavation of construction adit to the Transformer Cavern

crown. Construction adit to Transformer Cavern crown would be further

extended to full length of the Transformer Cavern. Thereafter, it would be

enlarged sideways to the full width of the Transformer Cavern.

The excavation of GIS cavern & DT gate hall (65m X 17m X 16m) would be

taken up after the excavation of Transformer Cavern. Through this cavern

pilot shafts of 3.0 m diameter would be excavated manually upto bottom.

The pilot shafts would be excavated with Jack hammers & EOT/Gantry

crane installed at the top of GIS cavern & DT gate cavern. The excavation of

these four shafts would be taken up simultaneously. Time required for the

excavation of Pilot shafts upto EL1242.30 would be around 3.0 months.

GIS & DT gate cavern would be benched down through these pilot shafts.

Muck would be dozed through these pilot shafts & would be hauled through

the TRT. The equipment required for this purpose are 2 boom drill jumbo,

1.0/2.0 cum hydraulic excavator, 2.5 cum side dump loader, 20/25t multi

axle rear dumpers, tippers, wagon drills/ crawler rigs, jack hammers,


11 -6

shotcrete machine, grout pump, concrete pump (38 cum/hr), vibrator, transit

mixers etc.

The total time required for the excavation of Transformer cavern, GIS & DT

gate cavern would be around 9 months.

11.8 TAIL RACE TUNNEL

2 nos. Horse shoe shaped 9.5 m finished diameter Tail Race Tunnels having

maximum length of 2883 m shall convey 302.6 cumecs of design discharge.

Excavation of the TRT would be carried out by heading & benching method.

Excavated diameter of Tail race tunnel shall be 9.8 m. The total time for

excavation of 732m for U/s of Tail Race tunnel - 1 shall be 12.5 months

commencing from 14th month and 1212 m for D/s of Tail Race tunnel - 1

shall be 20 months commencing from 14th month. Similarly total time for

excavation of 823m for U/s of Tail Race tunnel - 2 shall be 13.5 months and

1237 m for D/s of Tail Race tunnel - 2 shall be 20 months commencing from

13th month. Heading and Benching of Tail Race Tunnel will be done from

three faces in both the tunnels. For the excavation of Tail Race tunnel,

equipment like 2-boom drill jumbo, 2.5 cum side dump loader & 20/25 t

Multi-axle Rear dumpers have been proposed for deployment. Concreting

shall be taken up in two parts i.e. Overt and Invert. Concreting of TRT outlet

portal. 2 nos. of 10m tunnel gantry in each TRT have been proposed for

concreting so that concrete in one gantry can be poured everyday in each

tunnel. 6 cum transit mixers and 60 cum/hr concrete pumps etc. have also

been proposed to facilitate the concreting.

11.9 GIS & POT HEAD YARD

Excavation of GIS & Pot Head Yard would be carried out in a period of 6

months commencing from 27th month and completing in 32nd month.

Concreting of the GIS & Pot Head Yard would be carried out in 10 months

starting from 33rd month. The excavation & concreting of GIS & Pot Head

Yard would be carried out with the help of 2 cum. hyd. excavator, wagon

drills/ crawler rigs, 20/25 T multi-axle rear dumpers, 6 cum transit mixers, 38

cum concrete pump & B&M plant, aggregate processing plant etc.

Sl.No. Description of equipment No. of Equipment

Cost (Rs in Lacs)

Total Cost (Rs in Lacs)

1 Hydraulic Excavator, 1.0 cum. 1 50.00 50.002 Loader cum Excavator, 1.0/0.25 cum. 1 22.00 22.00

3 Front end loader 1.5 -2.0 cum 0 36.00 0.004 Crawler Dozer, 100 FHP 2 42.00 84.005 Wheel Dozer 200 FHP 0 80.00 0.006 Air Track/Wagon Drill 1 15.00 15.007 Jack Hammer/Pavement Breaker 6 0.35 2.108 Diamond Core Drill (Mechanical) 1 15.00 15.009 Diamond Core Drill (Hyd) 1 60.00 60.00

10 Compressed Air(cfm) 1200 0.0200 24.0011 Rock splitter 0 10.00 0.0012 Hyd. Rock breaker 0 18.00 0.0013 Mobile Crane, 10 t Pick & Carry 1 10.00 10.0014 Mobile Crane, 20 t (Rough terrain) 1 53.00 53.0015 Fork Lift,8/10 t 1 12.00 12.0016 Road Roller, 8/10 t 1 12.00 12.0017 Concrete Mixer, 14/10 cft 3 1.50 4.5018 Concrete Mixer, 28 NT 0 4.00 0.0019 Dewatering Pump LS 20.00 20.0020 Tipper 4.5/6.0 cum. 4 10.00 40.0021 Truck, 10 t 4 8.00 32.0022 Low Bed Tractor Trailor, 30 t 1 40.00 40.0023 Explosive Van, 10 t 1 10.00 10.0024 Water Tanker/Sprinkler, 10 KL 2 10.00 20.0025 Petrol/Diesel Tanker, 10 KL 1 10.00 10.0026 Bus/Mini Bus 5 10.00 50.0027 Car/MUV 2 6.50 13.0028 Jeep (Petrol/Diesel) 13 4.50 58.5029 Ambulance 2 9.00 18.0030 Workshop Equipment LS 20.00 20.0031 Mobile work shop 1 15.00 15.0032 Mobile Service Van 1 20.00 20.0033 Fire Tender 2 22.00 44.0034 Recovery Van 1 10.00 10.0035 Pick up Van/L.C.V 3 7.00 21.0036 Snow cutter Blower 0 50.00 0.0037 Motorised winch 50hp 0 10.00 0.00

Total 805.10

Annexure -IList of Equipment for Infrastructural Development of Kwar HE Project (540 MW)


11- 7

Sl. No. Description of Equipment Diversion Tunnel

Coffer Dam

Conc. Gravity Dam Quarry& APP

Plunge pool

Intake structure

Pressure Shafts

Power House, adit & access tunnels

D/S Surge Chamber and Transfor

Tail Race Tunnels & Pot head Yard

Misc. Works

Total no. of Equipment

Rate (Rs in Lakhs)

Total Cost (Rs in Lakhs)

1 Hyd. Excavator 1.0 cum. 2* - 2 2 2* 2* - 4 2 - 10 50.00 500.002 Hyd. Excavator 2.0 cum. - 2 3 1 - - 2 - - - 8 82.00 656.003 Laoder-cum Excavator 1.0/0.25 cum - - 1 - - - 1 - - - 2 22.00 44.004 Side Dump Loader 2.5 cum. 2* - - - - 2* 1 1* 4 - 5 75.00 375.005 Front end loader 1.5 cum - - 1 - - - - - - - 1 36.00 36.006 20/25 MT Multi axle rear dumper 6* 4 16 6 5* 6* 6 12 12 - 56 55.00 3080.007 Tipper 10 MT - - 4 - - 2 2 - - - 8 10.00 80.008 Two Boom Drill Jumbo 2* - - - - 2* 1 1* 4 - 5 360.00 1800.009 Air Track / W. Drill / Crawler Drill - - 1 1 - - 3 2 2 - 9 15.00 135.00

10 Jack Hammer / Pavement Breaker 2* - 4 4 6 8* 2 2 4 - 22 0.50 11.0011 Compressed Air (cfm) 250* - 1000 1000 800 1000* 1800 800 1500 - 6900 0.0175 120.75

EQUIPMENT LIST OF KWAR HE PROJECT, CONSTRUCTION STAGEAnnexure-II

12 Tower crane 10T at 30 m radius - - 4 - - - - - - - 4 640.00 2560.0013 Concrete buckets, 1/2cum - - 32 - - - - - - - 32 2.00 64.0014 Flat Bed Truck - - 28 - - - - - - - 28 10.00 280.0015 Concrete Pump 38 cum./hr. - - 1 1 - 2* 1 1 1 - 5 35.00 175.0016 Concrete Pump 60 cum./hr. 1* - - - 1 - - - 2 - 3 55.00 165.0017 Transit Mixer 6 cum. 4* - 3 2 4 4* 3 3 12 - 27 35.00 945.0018 Crawler Dozer 300 F.H.P. - 2 - - - - - - - - 2 120.00 240.0019 Crawler Dozer 200 F.H.P. - 2 - - - - - - - - 2 80.00 160.0020 Crawler Dozer 100 F.H.P. - - 1 1* - - 2 - 1* - 3 42.00 126.0021 Crawler Dozer 70 F.H.P. - - - - - - 2 - 2 40.00 80.0022 EOT/Gantry crane,20 T - - - - - - - 1 - - 1 20.00 20.0023 Electric Winch, 10t - - - - - 2 - - - - 2 10.00 20.0024 Rock Splitter 1* - 1 - - - 1* 1 - - 2 10.00 20.0025 Hyd.Impact Breaker,Excavator mtd, 20 t 1* - 1 - - - 1* 1 1* - 2 60.00 120.0026 Diamond Core Drill (Mechanical) - - 2 - - - - - - - 2 15.00 30.0027 Diamond Core Drill (Hyd.) 300 M - - 1 - - - - - - - 1 60.00 60.0028 Shotcrete Machine 6.0-12.0 cum./hr. 1* - 2 - - 2 2 2 1 - 9 25.00 225.0029 Spraying Arms - - - - - - 1 1 1 - 3 40.00 120.0030 Batching & Mixing Plant, 200 cum./hr. 1* - 1 - - 1* 1* 1* 1* - 1 300.00 300.00

Batching & Mixing Plant, 90 cum./hr. 1* - 1 - - 1* 1* 1* 1* - 1 180.00 180.0031 Aggregate Processing Plant 600 TPH 1* - 1 - - 1* 1* 1* 1* - 1 900.00 900.0032 Ice plant, 100TPD - - 1 1* 1* - - - - - 1 100.00 100.0033 Chilling plant, 425TR - - 1 1* 1* - - - - - 1 425.00 425.00


11- 8

Sl. No. Description of Equipment Diversion Tunnel

Coffer Dam

Conc. Gravity Dam Quarry& APP

Plunge pool

Intake structure

Pressure Shafts

Power House, adit & access tunnels

D/S Surge Chamber and Transfor

Tail Race Tunnels & Pot head Yard

Misc. Works

Total no. of Equipment

Rate (Rs in Lakhs)

Total Cost (Rs in Lakhs)

EQUIPMENT LIST OF KWAR HE PROJECT, CONSTRUCTION STAGE

34 Hydraulic Vibrator alongwith excavator - - 1 - - - - - 1 60.00 60.0035 Concrete Vibrator Electric / Pneumatic L.S - L.S - L.S L.S L.S LS L.S L.S L.S 10.00 10.0036 Grout Pump 20 kg/sq.cm 1* - 2 - - 2 1 1 1 - 7 12.00 84.0037 Grout Pump 100 kg/sq.cm. - - 1 - - - 1 1 - - 3 16.00 48.0038 Mobile Crane 10 MT Pick & Carry - - - - - - - - - 2 2 10.00 20.0039 Mobile Crane 20 MT - - - - - - - - - 2 2 70.00 140.0040 Crawler crane 75MT - - - - - - - - - 1 1 150.00 150.0041 Vibratory Compactor 10 t - 2 2* - - - - - - - 2 30.00 60.0042 Tunnel Gantry 10m dia. 2 - - - - - - - - - 2 75.00 150.0043 Tunnel Gantry 9m dia. - - - - - - - - 4 - 4 60.00 240.0044 Scoop tram, 1 cum - - - - - - 1 1 - - 2 45.00 90.0045 Dewatering Pump L.S L.S L.S - L.S L.S L.S LS L.S L.S L.S 100.00 100.0046 High Pressure water blaster 1 1 25 00 25 0046 High Pressure water blaster - - 1 - - - - - - - 1 25.00 25.0047 Ventilation System L.S L.S - - L.S L.S L.S LS L.S - L.S. 200.00 200.0048 Submersible Cutter Pump - - - - - - - - - 1 1 150.00 150.0049 Truck 10 T - - - - - - - - - 10 10 10.00 100.0050 Low Bed Tractor Trailor 30 T - - - - - - - - - 1 1 40.00 40.0051 Concrete Mixer 10/7 cft. - - - - - - - - - 4 4 2.00 8.0052 Concrete Mixer 28 NT - - - - - - - - - 2 2 4.00 8.0053 Hydra Lift - - - - - - - - - 1 1 15.00 15.0054 Explosive Van 10 T - - - - - - - - - 2 2 10.00 20.0055 Mobile Service Van - - - - - - - - - 1 2 20.00 40.0056 Water Tanker / Sprinkler 10 KL - - - - - - - - - 3 3 10.00 30.0057 Petrol/Diesel Tanker 10 KL - - - - - - - - - 3 3 10.00 30.0058 Bus/Mini Bus - - - - - - - - - 6 6 10.00 60.0059 Ambulance - - - - - - - - - 3 3 9.00 27.0060 Workshop Equipment - - - - - - - - - L.S L.S. 150.00 150.0061 Fire Tender - - - - - - - - - 2 2 30.00 60.0062 Recovery Van - - - - - - - - - 1 1 10.00 10.0063 Steel Rib Bending M/c 2* - - - - - - - 2 - 2 5.00 10.0064 Pick up Van/L.C.V - - - - - - - - - 4 4 7.00 28.00

Total 16315.75


11- 9

Sr. No. PARTICULARS UNIT QTY. MONTHS

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

A MOBILIZATION 3

B DIVERSION TUNNEL

1 Open excavation cum 48000 2

2 Excavation of DT

Heading m 685 4Benching m 685 2

3 Concrete Lining

Overt m 685 3Invert m 685 2

4 Concreting of DT gate Structure cum 7600 3

5 Hydro-Mechanical Works

i Design & Engineering Job % 4

ii Manufacturing, Testing and Supply Job % 8iii Erection 46 Diversion Tunnel Plugging Job % 1C COFFER DAM (U/S AND D/S)

1 Rock fill/Impervious fill/Filler material cum 350931 7

2 Reservoir filling Job % 1D CONCRETE DAM

1 Common excavation/ Rock excavation 12

2 Riverbed excavation 2

3 Concreting upto River bed level EL 1286 2

4 Concreting above RBL EL 1286 upto crestlevel of under sluice gates

3

5 Concreting above EL 1305 upto crest levelof spillway Radial gates OrificeType

12

6 Concreting up to Dam Top 13

7 Common excavation/Rock excavation forIntake Structure cum 79640 2

8 Concreting for intake structure cum 78700 6


i Design & Engineering Job % 15ii Manufacturing, Testing and Supply Job % 24

iii Erection of under Sluice Gates Job % 7

iv Erection of Spillway Radial Gates Job % 12

v Erection of intake gates Job % 10

E PLUNGE POOL

1 Excavation cum 569298 17

2 Concreting of Plunge Pool cum 51600 8

F PRESSURE SHAFT

1 Platform and arrangement of vertical shafts Job % 4

River Diversion

KWAR HE PROJECT (4 x 135 MW)JAMMU AND KASHMIR

817500cum

498153cum

Start Date 1st Sept'18

11-10


1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

2 Excavation of Adit to Lower Penstock,Erection Gallery through Adit cum SurgeGallery of TRT-2

m 220 3.5

3 Excavation of Lower Penstock ErectionGallery, Dewatering Shaft and Pump House

m 90 2

4 Excavation of Vertical and BottomPressure Shaft

i PS-1 m 141 8

ii PS-2 m 165 9

iii PS-3 m 187 11

iv PS-4 m 205 13



ii Manufacturing, Testing and Supply Job % 20

iii Erection of Steel Liner PS-1 m 236 8

iv Erection of Steel Liner PS-2 m 223 8

v Erection of Steel Liner PS-3 m 211 8

vi Erection of Steel Liner PS-4 m 201 8

6 Back fill Concrete

i PS-1 m 117 8

ii PS-2 m 133 8

iii PS-3 m 146 10

iv PS-4 m 165 11

G POWER HOUSE

1 Open Excavation and Establishment ofPortal of MAT

Job % 2

2 Excavation of MAT to P/H m 645 8

3 Excavation of Access Tunnel toTransformer Cavern through MAT

m 265 2

4 Excavation of Adit to P/H crown m 100 2

5 Excavation of Adit to Control Block Crownthrough MAT

m 70+45 1

6 Excavation of P/H Cavern cum 142043 13

7 Excavation of Control Room Cavern cum 18051 4

8 Excavation of Transformer , GIS and DraftTube Gate Cavern

cum 55037 9

9 Excavation of Draft Tube Gate Shaft Job % 610 Concreting of Draft Tube Gate Shaft Job % 611 Hydro-Mechanical Works

i Design & Engineering Job % 12ii Manufacturing, Testing and Supply Job % 15

iii Erection Job % 912 Concreting in service bay upto EOT level Job % 3

13 Concreting of Columns and Beams inPower House upto EOT level.

Job % 7

14 Concreting of P/H Job % 18

15 Concreting of T/F Cavern Job % 10

11-11


1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54

H TAIL RACE TUNNEL

1 Underground Excavation (Rock Class II toV)

cum 607200 21

2 Cement Concrete lining - M25/A40 cum 126600 14+3

3 Reinforced Cement Concrete - M25/A40 cum 10600 5

4 Hydro-Mechanical Works of TRT OutletGates


ii Manufacturing, Testing & Supply Job % 10

iii Erection Job % 8I GIS BUILDING AND POTHEAD YARD

1 Surface Excavation cum 210075 62 Concreting cum 21715 83 Erection of Pothead yard Equipments Job % 10

4 Cable Tunnel

i Surface Excavation and PortalPreparation

Job % 2

ii Excavation of Cable Tunnel m 320 10J E&M works of Power House

i Design & Engineering and Supply Job % 39ii Erection of EOT Crane in service bay Job % 1

iii Extension of EOT Crane in Units Job % 3

iv Unit-I - Erection, Testing andcommissioning

Job % 18

v Unit-II -Erection, Testing andcommissioning

Job % 18

vi Unit-III -Erection, Testing andcommissioning

Job % 18

vii Unit-IV -Erection, Testing andcommissioning

Job % 18

viii Erection of Transformers Job % 12

ix Unit-I - Erection, Testing andcommissioning

Job % 2

x Unit-I - Erection, Testing andcommissioning

Job % 2

xi Unit-I - Erection, Testing andcommissioning

Job % 2

xii Unit-I - Erection, Testing andcommissioning

Job % 2

LEGEND:

Critical Activity

HM WorksE&M WorksMonsoon

Civil Works

11-12


Executive Summary

CHAPTER –12

ENVIRONMENT AND ECOLOGICAL ASPECTS


12-1

CHAPTER - 12 ENVIRONMENT AND ECOLOGICAL ASPECTS

Kwar (540MW) H.E. Project, a run-of-river scheme is located on river Chenab

in district Kishtwar of Jammu and Kashmir State. Kishtwar is the major

township situated near the project site on a central plateau which is linked with

other parts of the state by NH1B. The catchment area of the proposed project

at the dam site is 10325 sq km. The terrain of the catchment is generally

rugged and steep, with narrow valleys bounded by high ridges opening out in

their upper glacial parts. The area observes sub-temperate climate. The

influence of the monsoon is weak in the region. The basin receives

precipitation round the year. Cold season precipitation from December to

March occurs due to western disturbances leading to heavy snowfall during

the winter season in the upstream portions. The catchment area is by and

large snow bound for about two months during winter. For the remaining

months, the lower reaches of the drainage area are free from the snow cover.

The maximum and minimum temperature observed at Dul dam site is 430C

and -10C, respectively.

The soils of Kishtwar region have been classified as Sandy skeletal, Loamy

skeletal, Fine loamy, Course loamy and Loamy. Soil depth in general is

moderately deep to deep varying up to 30 cm depth. However, at some places

particularly in agricultural fields the depth is more. By and large, soils are

immature containing large proportion of un-decomposed organic materials.

Physico-chemical analysis of the soils reveals that the soils of the Chenab

catchment at this particular area are not very fertile because it is deficient in

most of the essential elements though the moisture and water contents are

available in appreciable quantity. Generally, soils of this area are alkaline in

nature. The microelements like zinc, iron, copper and manganese are also

present in a quantity that can be considered as moderately sufficient in a

mountainous soil. Overall the soils in the area are deficient in fertility level and

categorize under medium range of fertility.


12-2

The various land use / land cover categories of the project area comprise of

agriculture, forest, water bodies and other government land. Overall land

requirement of the project is 136.35 ha for different components of project. Out

of this 29.75 ha is forest land, 89.57 ha revenue (Govt.) land and 17.03 ha

private land. Submergence at FRL (EL 1385m) is 55.25 ha, comprising of

state land (river bed land). Execution of Kwar HE Project is likely to affect 5

villages viz. Bhagna, Semna Bhata, Ajna, Dichla and Galhar Bhata. Out of

these, Galhar Bhata village shall be losing only the river bed land and any

private land or property from this village shall not be affected. Therefore, it is

not considered in the main affected villages. As per Census 2011, the total

population in the four main project affected villages is 5705 spread over 1013

households with average household size of 5.6 and average sex ratio of 944.

During surveys, 63 PAFs with a total population of 350 from these 4 villages

have been identified as affected families. Out of 63 PAFs, 19 belong to ST

category and 44 belong to General category. The project affected population

would be properly rehabilitated as per the R&R plan.

The major forest types and subtypes in the area, based on Champion and

Seth (1968) classification, include Himalayan Moist Temperate forest (with two

subtypes viz. Ban Oak forest and Moist Temperate Deodar forest), Western

Himalayan Upper Oak-Fir forest, Western Himalayan Subalpine Fir forest and

Dwarf Rhododendron scrub. The vegetation in these forest types is

represented by species like Quercus baloot, Quercus semecarpifolia, Salix

alba and Aesculus indica in Ban-Oak forests; Cedrus deodara, Pinus

wallichiana, Quercus semecarpifolia and Pinus gerardiana in Moist Temperate

Deodar forests; Quercus floribunda, Quercus semecarpifolia, Abies pindrow

and Picea smithiana in Western Himalayan Upper Oak-Fir forests; Abies

pindrow, Picea smithiana and Pinus gerardiana in Western Himalayan

Subalpine Fir forest and Rhododendron arboreum and Betula utilis in Dwarf

Rhododendron Scrub.

The floristic composition of the Kwar catchment/study area as per the EIA

study comprises of 382 species distributed over 89 families with predominance


12-3

of Asteraceae followed by Lamiaceae and Fabaceae. During floral

investigations, the presence of few rare, endangered and threatened species

was also confirmed and presented in the EIA report. Most of these species

were observed to inhabit higher altitudinal belts in the catchment area of the

project. The RET species reported from the area include Juglans regia, Ulmus

wallichiana, Sassurea costus, Gentiana kurroo, Pinus gerardiana and Texus

baccatta.

Survey in the study area was undertaken to look for distribution pattern of

wildlife. Some of the faunal species reported in area are yellow throated

marten, rhesus macaque, jackal, porcupine, wild boar, fox, jungle cat, leopard,

black bear, grass snake, garden lizard, house gecko, jungle crow, common

myna, blue rock pigeon, red jungle fowl, black drongo, dove, bulbul, etc.

Project as well as study area does not fall within any National Park, Sanctuary,

or Biosphere Reserve. The nearest protected area from the project is Kishtwar

High Altitude National Park (KHANP). The southern boundary of KHANP is

located at an aerial distance of about 10.50 km from project components and

shall not be affected by project execution.

Based on the findings of Environmental Impact Assessment study, various

Environment Management Plans have been prepared to mitigate the adverse

impacts and to maximize the positive impact of the project construction on the

environment. These management plans include: Biodiversity Conservation

and Management Plan, Catchment Area Treatment Plan, Fisheries

Management Plan, Solid Waste Management Plan, Public Health Delivery

System, Energy Conservation Measures, Muck Disposal Plan, Landscaping

and Restoration Plan, Air and Water Management Plan, Reservoir Rim

Treatment Plan, Compensatory Afforestation Plan, Rehabilitation and

Resettlement Plan, Environmental Monitoring Plan and Disaster Management

Plan.


Executive Summary

APPENDIX – A

Letters of clearances of DPR aspects by various Divisions / Directorates of

CEA/CWC, GSI, etc.

Save Energy for Benefit of Self and Nation

Documents

UP PDATE ED DE ETAIL LED P PROJ ECT R REPO ORT